
Class __1_„^__l^-: 

Book ^AM 



Coipghtl^?. 



COFYRICHT DEPOSIT. 



PUBLISHER'S NOTICE. 



Shortly after completing the manuscript for this 
edition Professor Johnson met with a fatal accident, thus 
terminating the career of one who, it has been well said, has 
spent his life in promoting "the cause of good engineering in 
America." It is thought fitting that his photograph should 
appear as a frontispiece to this work which illustrates so well 
his interest in this cause. 



WORKS OF PROF. J. B. JOHNSON 



PUBLISHED BY 



JOHN WILEY & SONS. 



Theory and Practice In the Deslgrnlng: of Modem Framed 
Structures. 

A standard work on this subject for both school and 
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The Theory and Practice of Surveying. 

Designed for the use of Surveyors and Engineers ^ener- 
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lag. 8vo, cloth, $4.00. 

Stadia and Earth-work Tables. 

Including Four- pi ace Logarithms, Logarithmic Traverse 
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cloth, $1.35. 

The riateriais of Construction. 

Large 8vo, 800 pages, 650 illustrations, 11 plates, complete 
index, $6,00. A treatise for Engineers on the Strength 
of Engineering Materials. 



Engineering Contracts and 
Specifications 



INCLUDING 



A Brief Synopsis of the Law of Contracts 

AND 

Illustrative Examples 

OF THE 

General and Technical Clauses 

OP VARIOUS KINDS OP 

Engineering Specifications 

Designed for the Use op Students, Engineers, and Contractors 

BY 

J. B. JOHNSON, C. E. 

\ ■ 

Dban of the College of Mechanics and Engineering, University of WiscoNsm. 

Member of the Institution of Civil Engineers. 

Member of the American Society of Civil Engineers. 

Member of the American Society of Mechanical Engineers, etc. 



THIRD EDITION— REVISED. 

Fourth Thousand. 

Engineering News Publishing Co., New York. 

1902. 



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Entered accordiDg to Act of Congress in the year eighteen hundred and ninety^fire, by 

J. B. JOHNSON, C. E., 
In the ofSce of the Librarian of Congress, Washington, D. C. 



Piinted and bound by 
E. W. STEPHENS, 

COLUMBIA, MO. 



PREFACE. 



The leading American Engineering Schools have long 
needed a text-book on theisubject of the Law of Contracts and 
Engineering Specifications. Jn th^ absence of any such text, 
this department of engineering practice has received scant and 
meagre treatment at the hands of these schools. This work has 
been written primarily to serve this purpose. After it was 
completed, however, it seemed to the author it might prove of 
value to the profession at large and also to contractors, espec- 
ially those portions of it treating of the Law of Contracts and 
of the General Clauses in Specifications. 

While the author makes no pretension to a knowledge of 
law, he has read the standard authors on this subject, and has 
for some years lectured on contracts and specifications to his 
engineering students. He has tried to follow strictly the rec- 
ognized authorities in all he has said in this work, and while 
he thinks his synopsis may serve as a good general guide to the 
fundamental principles of the subject, he recommends that the 
reader refer all important particular cases to his attorney, or 
else consult the standard works themselves. If a single volume 
is desired containing a general review of the Law of Contracts, 
the layman can not do better than obtain that of John D. Law- 
son, of the Law Department of the Missouri State University. 
Another similar, and perhaps better work for the young law- 
yer, is that of J. P. Bishop ; while Parson's three-volume work 
is the recognized standard authority for the lawyer. 

3 



4 PEEFACE. 

Since this work is designed only for laymen, however, the 
author may well quote the maxim that *'the man who is his own 
lawyer has a fool for a client.** The brief synopsis of the law 
herein given, therefore, is not intended to remove the necessity 
of consulting a lawyer on all important matters, but only to 
enable one to steer clear of some of the legal pitfalls which lie 
in the way of every business man and especially of engineers. 

Since custom has laid on engineers and architects the duty 
of writing specifications and contracts, it is well for them to 
know something of the legal ground they are forced to traverse. 
The first part of this work is intended, therefore, to serve as a 
cautionary warning against legal entanglements, rather than as a 
counselor or guide through such difficulties. The synopsis of the 
Law of Contracts as here given has been revised by a very 
competent legal authority, and the author is indebted to him 
for many valuable suggestions and corrections. It probably 
will not mislead one into trouble, though it may not always 
point the way out. 

The author also wishes to acknowledge his indebtedness 
to the many prominent engineers who have kindly sent him 
copies of their latest specifications for use in this work, and he 
has acknowledged this debt in the body of the book by append- 
ing to each quotation the initials of the person quoted. A key 
to these initials is given on page 6. 

The illustrative examples of engineering specifications 
given in Part III are selected so as to cover a wide field with 
as little repetition as possible. They are not given to be blindly 
copied, but rather as illustrating a good method of treating the 
subject, and to serve as patterns as to manner as well as to 
matter. As the best engineers seldom copy their own specifi- 
cations or use them unchanged a second time, much less can 
one safely copy unchanged the specifications of another. In 
fact the writing of engineering specifications is wisely left for 
engineers of large experience, but as the younger men have to 



V FBEFAOE. 5 

enforce them and serve as inspectors under them, they should 
in all cases understand fully why they have been drawn in a 
particular way. 

That this somewhat crude effort may serve to held engi- 
neers and architects to a more efficient and satisfactory per- 
formance of their professional duties, is the hope and aim of 

The Author. 

notb for the second edition. 

There is added in this edition a very complete set of spec- 
ifications for the machinery, track, and overhead construction 
of electric railways, for both cities and country towns, these 
having been drawn by two of the leading engineers of the 
country in this class of work. It is thought these will add 
greatly to the value of the book. 

Just previous to the issuing of the second edition of this 
work there has appeared Prof. Wait's remarkable work on 
Engineering and Architectural Jurisprudence, This is an 
exhaustive treatise of 900 pages, in which more than five thou- 
sand cases are cited, and the law of construction fully elabo- 
rated in all its phases. Every engineer charged with the 
drawing of important specifications, every contractor bidding 
on large works, and every lawyer whose practice takes him into 
this field should have in his library a copy of this most valuable 
work. For all matters pertaining to the strength or other qual- 
ities of engineering materials the reader is now referred to the 
author's recent work on the Materials of Construction, Both 
of these books are published by John Wiley & Sons, New 
York. 

St, Louis, May, 1898. 



PREFACE TO THIRD EDITION. 

In this edition a general revision of Part IV has been made, 
in addition to minor changes in the other portions of the book. 
Several complete specifications have been entirely changed, or 
replaced, and many new ones have been added. These latter 
include Specifications on Riveted Steel Water Pipe ; Wooden 
Stave Water Pipe ; Wrought Iron Chains; Railroad Concrete 
Work; Railway Road-beds ; Levees; Steel Highway Bridges 
and Viaducts ; Steel Railroad Bridges and Viaducts ; Preser- 
vation of Railroad Cross-ties ; Filter Gravel and Sand ; Speci- 
fications and Contract for Architect's Services; and the general 
specifications for testing hydraulic cements, adopted by the U. 
S. Engr. Corps. Besides these, two new appendices are given 
on The Engineer as an Expert Witness, and the Standard 
Specifications for Iron and Steel proposed by the American 
Committee of the International Association for Testing Ma- 
terials. 

The three great works on Engineering Contracts and 
Specifications are those by Mr. John Casson Wait, M. C. E., 
LL. B., namely: Engineering and Architectural Jurispru- 
dence ; The Law of Operations Preliminary to Construction in 
Engineering and Architecture; and The Law of Contracts; 
all these are published by John Wiley & Sons. These books 
are excellent texts for the lawyer, as full citations of cases are 
given. Mr. Wait is now Asst. Corporation Counsel for the 
City of New York. 

The book has been enlarged by these additions by 1 14 pages, 
and the author hopes it may thus have an increased usefulness 
to the members of the Engineering profession. 

J« B. J« 

Madison, Wis., June, 1902. 

6 



KEY TO SUBSCRIPT INITIALS. 

The following gentlemen have kindly furnished the author 
copies of their specifications from which he has freely quoted 

in parts II and III. In every case he has appended the initials 
of the writer of the specifications used, the key to which is here 
given : 

American Bridge Co A. M. C. 

Arthur L. Adams, Engineer and Manager Contra Costa 

Water Co., Oakland, Cal A. L. A. 

B. J. Arnold, Consulting Electrical Engineer, Chicago.... B. J. A. 

Onward Bates, Consulting Engineer, Chicago, 111 O. B. 

George H. Benzenberg, Consulting Engineer, Milwaukee, 

Wis. G. H. B. 

A. P. Boiler, Consulting Engineer, New York City A. P. B. 

G. Bouscaren, Consulting Engineer, Cincinnati, Ohio.... G. B. 

Wm. H. Bryan, Consulting Engineer, St. Louis, Mo W. H. B. 

Col. Wm. P. Craighill, Retired Chief of Engineers, U. S. 

Army W. P. C. 

J. T. Fanning, Consulting Engineer, Minneapolis, Minn... J. T. F. 

Alphonse Fteley, Consulting Engineer, New York City A. F. 

E. A. Fuertes, Cornell University, Ithaca, N. Y E. A. F. 

L. M. Hastings, City Engineer, Cambridge, Mass L. M. H. 

Allen Hazen, Consulting Engineer, New York City. A. H. 

John W. Hill, Consulting Engineer, Cincinnati, Ohio J. W. H. 

M. L. Holman, St. Louis, Mo M. L. H. 

Johnson & Flad, Engineers, St. Louis, Mo J. &. F. 

Emil Kuichling, Consulting Engineer, Rochester, N. Y. ... E. K. 

Milwaukee City Specifications M. 

Robert Moore, Consulting Engineer, St. Louis, Mo R. M. 

Richard McCulloch, Assistant General Manager City Rail- 
way Co., Chicago R. McC. 

George S. Morrison, Consulting Engineer, New York City G. S. M. 

Henry W. Parkhurst, Engineer of Illinois Central Railway, 

Chicago H. W. P. 

W. D. Pence, Professor of Civil Engineering, Purdue Uni- 
versity, Lafayette, Ind W. D. P. 

Pennsylvania Railroad Co P. R. R. 

Col. O. M. Poe, Corps of Engineers, U. S. Army O. M. P. 

St. Louis City Specifications St. L. 

Union Pacific Railway U. P. Ry. 

J. A. L. Waddell, Consulting Engineer, Kansas City, Mo.. J. A. L. W. 

J. C. Wait, Contract Attorney for the City of New York. . J. C. W. 



TABLE OF CONTENTS. 



Pags. 

Preface 3 

Kty to Subscript Initials 5 

PART I. 

SYNOPSIS OF THE LAW OF CONTRACTS. 

Art. 

1. Introductorj 7 

2. Essential Elements of a Legal Contract 7 

3. Two General Classes of Contracts 8 

Competency. 

4. Of Individuals 9 

5. In Governmental Relations 9 

6. Of Semi-Public and Private Corporations 10 

7. Of Agents xx 

Legauty of the Agreement. 

8. Kinds of Illegal Subject-Matter X4 

9. Contracts in Breach of Statute Law 15 

10. Immoral Acts 16 

11. Contracts Opposed to Public Policy 17 

12. Contracts Which Refer to Arbitration ... 17 

13. The Engineer as Arbitrator 18 

The Agreement. 

14. Mutual Assent 19 

15. Qualified Assent . . 22 

16. Qualified Offers 22 

17. Implied Acceptance 22 

18. Failure of Agreement by Mistake 22 

1Q. Misrepresentation in the Contract. 24 

I 



n TABLE OF CONTENTS. 

Art. Pagk> 

20. Invalidity of Contract through Fraud 25 

21. Remedy of Party Defrauded 28 

22. Invalidity of Contract through Duress 29 

23. Invalidity of Contract through Undue Influence. 30 

The Consideration. 

24. Consideration Defined .- 30 

35. Adequacy of Consideration 31 

26. Agreement to Take Less than is Due 32 

27. As to Waiver of Legal Rights 35 

Contracts Under Seal. 

28. Classes of Sealed Contracts 36 

Parole Contracts. 

29. Oral and Written Contracts , 37 

Assignment of Contracts. 

30. When Assignment Can be Made 38 

31. Notice of Assignment Necessary 2^ 

Construction of the Contract. 

32. The Original Contract 40 

33. The Explanation of Technical Terms in Contracts 40 

34. Rules of Construction ♦ 41 

Contracts Required to be in Writing. 

35. The Statute of Frauds .43 

36. Agreements Which can not be Performed within One Year. 43 

37. Contracts of Sale Where the Value is More than $50 44 

Subsequent Changes and Agreements. 

38. The General Rule 45 

39. Results of Alterations of the Contract 46 

Discharge of Contracts. 

40. Methods of Discharge 48 

41. Discharge by Agreement 49 

42. Discharge by Performance 50 

43. Performance on Conditional Promises 51 

44. Discharge by payment . 52 

45. Discharge by Tender , 53 

46. Kinds of Impossibility Which Will Discharge a Contract.. . 53 

47. Kinds of So-called Impossibilities Which Will not Dis- 

charge the Contract 5^ 

48. Discharge of Contract by Operation of Law 54 

49. Discharge of Contract by Breach • 54 



TABLE OF CONTENTS. Ill 

Art. Pagk. 

Remedies for Breach of Contract. 

50. Results of a Breach of Contract. ■ 58 

51. Damages for Nonperformance 58 

52. Distinction between Liquidated Damages and Penalties.. . . 59 

53. Recovery for Imperfect or Incompleted Work. 61 

Specific Performance, 

54. General Rule as to Specific Performance 62 

Discharge of Right of Action Under a Contract. 

55. The Right of Action 63 

56. Removal of Statutory Bar to Right of Action 65 

PART II. 

ENGINEERING SPECIFICATIONS AND ACCOMPANYING 

DOCUMENTS. 

57. General Considerations 66 

Advertisements. 

58. Information Embodied in the Advertisement 67 

59. The Theory of Advertisements 68 

60. The Guarantee 69 

61 . Right of Rejection , 70 

62. Illustrative Examples ,71 

Instructions to Bidders. 

63. Preliminary Information 74 

Forms of Proposals. 

64. The Object of Blank Forms of Proposals 79 

65. Manner of Letting the Work 77 

66. Contract Let as a Whole or in Parts 77 

67. Contract Let for a Fixed Sum or per Specified Units. 79 

68. Contract Involving a Specific Performance 80 

69. Contract Including Maintenance „ 81 

70. Contract for the Work Only 81 

71. Proposal for Building a Dam, Spillway, etc 82 

72. Proposal Bond 84 

Engineering Specifications. 

73. Engineering Specifications Defined ^, 86 

74. Classes of Specifications. . . . 86 

75. General and Specific Clauses 87 

The General Clauses in Specifications. 

76. List of Subjects Treated in the General Clauses 88 

77. Explanatory Note 89 



IV TABLE OF CONTENTS. 

Art. Page- 

78. Time of Commencement, Rate of Progress, and Time of 

Completion of the Work ; 90 

79. As to the Character of the Workmen to be Employed 91 

80. Suitable Appliances to be Used 91 

81. Monthly Estimates of Work Done and Payments to be Made 92 

82. Provision for Inquiring into the Correctness of the Monthly 

Estimates 93 

83. Reserving a Certain Percentage as a Repair Fund, for a 

Stated Period after Completion 94 

84. Conditions of the Final Estimate 95 

85. Engineer's Measurements and Classifications Final and 

Conclusive 96 

86. Determination of Damages Sustained by Failure to Com- 

plete the Work within the Time Agreed upon, or as 
Extended 97 

87. The Discharge of Unpaid Claims of Workmen and Mate- 

rialmen 102 

88. No Claims for Damages on Account of Suspension of Work.. 104 

89. No Claims for Damages on Account of Delay . 105 

90. No Claims for Damages on Account of Unforeseen Diffi- 

culties 105 

91 . Protection of Finished Work 105 

92. Protection of Property and Lives 106 

93. Protection against Claims for the use of Patents 107 

94. Assignment of the Contract 108 

95. Contractor not Released by Subcontracts 108 

96. Abandonment of Contract 109 

97. Cancellation of Contract for Default of Contractor 110 

98. Workmen's Quarters and Other Temporary Buildings 112 

99. Cleaning up after Completion 112 

100. Removal of Condemned Material '. 113 

loi . Relations to Other Contractors 113 

102. Provision for Drainage 114 

103. Provision for Public Traffic 114 

104. Contractor to keep Foreman or Head Workman, and also 

Copy of Plans and Specifications on the Ground ...114 

105. Cost of Examination of Completed Work 115 

io6. Faults to be Corrected at Any Time before Final Accept- 
ance 115 

107. Surveys, Measurements, and Estimates of Quantities not 

Guaranteed to be Correct 116 

108. The Contract Subject to Interpretation and Change by the 

Engineer 117 

109. Settlement of Disputes 1 20 

no. Extra Work ....»2i 

111. Definition of "Engineer" and ''Contractor" t*^ 

1 12. Documents Composing the Contract 123 



TABLE OF CONTENTS. V 

Art. Pagk. 

1 13. Meaning Understood 123 

114. The Use of General Clauses in Engineering Specifications.. 124 



PART III. 

SPECIFIC DESCRIPTIVE, OR TECHNICAL CLAUSES IN 
SPECIFICATIONS. 

115. Essential Features of Good Specifications 126 

116. Specifications Accompanying Complete Detail Plans 131 

117. Specifications Accompanying a General Plan Only. . . 132 

118. Specifications Unaccompanied by Plans, Known Commonly 

as General Specifications 132 

Illustrative Specifications of VAiaous Elementary Portions of 
Engineering Work. 

1 19. Scope and Purpose 133 

Specifications for Excavations and Embankments. 

120. Earth-work, Excavating, and Grading 134 

121. Grading 135 

122. Excavations under Water 138 

123. Specifications for Measuring Quantities Excavated under 

Water by Weight and by Displacement 140 

124. Specifications for an Earthen Dam 142 

125. Specifications for Coffer Dams 144 

126. Specifications for Protective Work 145 

Specifications for Cement, Mortar, Concrete, and Masonry. 

127. Cement Mortar 148 

128. Cement Concrete 150 

129. Specifications for Stone 156 

130. Stone Masonry 158 

131. Specifications for Masonry for a Large Stone Dam 164 

132. Specifications for First-class Bridge Masonry 170 

Specifications for Street Pavements and Materials. 

133. Specifications for Paving Brick Tests. . .^,., , 1 74 

134. Specifications for Brick Pavements 176 

135. Specifications for Asphaltum Pavements . , 178 

136. Specifications for Asphalt Pavement. 183 

137. Specifications for Granite Pavement 185 

138. Specifications for Granitoid Sidewalks 186 

Specifications for Sewers. 

139. Specifications for Brick and Tile Sewers 190 

140. Specifications for Tile Sewer Pipe 195 

X41.' Specifications for Laying Sewer Pipe ••X98 



VI TABLE OF CONTENTS. 

Art. Pagb. 

Specifications for Water Pipe. 

142. Specifications for the Manufacture and Delivery of Cast 

Iron Water Pipes ... 202 

143. Specifications for Laying Water Pipe 21Q 

144. Specifications for Stop Valves 212 

Lumber Grading and Classification. 

145. Rules of the Southern Lumber Manufacturers' Association. 216 

146. General Rules for Classifying Lumber 217 

147. Rules for Grading Finishing Lumber 219 

148. Rules for Grading Common Boards and Rough Lumber. . .221 

149. Standard Dimensions of the Southern Lumber Manufactur- 

ers' Association 223 

150. Specification for "Thoroughly Seasoned" Lumber 224f 

Specifications for Iron and Steel. 

151. Specifications for Cast Iron 225 

152. Specifications for Cast Iron Water Pipe. 227 

153. Specifications for Riveted Steel Water Pipe 232 

154. Specifications for Wooden Stave Pipe 237 

155. Specifications for Wrought Iron Chains 239 

157. Specifications for the Material and Workmanship of a Steel 

Stand Pipe 241 

Miscellaneous Specifications. 

158. Specifications for Pile and Trestle Bridging 244 

159. Specifications for Steam Plant of a Small Electric Light 

Station 246 

160. Specifications for Leather Driving Belts . . 251 

161. Specifications for Pumps to be Operated by Water Power. .253 

162. Specifications for a Pump Well 255 

163. Specifications for Turbine Water Wheels 258 

164. Specifications for the Installation of an Electric Lighting 

Station in a Small City 260 

165. Specifications for Electrical Distribution Circuits for Light 

and Power 264 



PART IV. 

ILLUSTRATIVE EXAMPLES OF COMPLETE CONTRACTS 
AND SPECIFICATIONS. 

Art. Pagb. 

i66. Contract and Bond Combined in one Document with the 

Specifications 270 

167 & 168. Contract and General Specifications for Large Pump- 
ing Engines 271 

169. Complete General Specifications for Water Tubular Boilers 

and Settings 300 

170. Specifications for an Engine House 307 

171. General Specifications for Railroad Concrete Work 330 

172 Specifications for Railway Road-bed 347 

172a. Specifications for Building Levees to Confine Flood Wa- 
ters 357 

173. Specifications and Contract for Dam No. 5, Boston Water 

Works, 1893 361 

174. Specifications for the Steel Construction of the Astor 

Hotel, 1895 392 

175. Specifications for Machinery and Track Construction for 

an Electric Railway 405 

176. Specifications for Engine 405 

177. Specifications for Boilers 410 

17S. Specifications for Condensers and Pumps 412 

179. Specifications for Economizers 413 

180. Specifications for Electric Generators . 415 

iSi. Specifications for Electric Motors 419 

182. Specifications for the Reconstruction of a Horse Railway 

Track to be used as an Electric Railway Track in a Citv.423 
1S3. Specifications for Electric Railway Track and Overhead 

Construction in a Country Town . 428 

184. Specifications for Steel Highway Bridges and Viaducts 433 

185. Specifications for Steel Railroad Bridges and Viaducts 459 

186. Specifications for the Preservation of Railroad Cross-ties. .485 

187. Specifications for Filter Gravel and Sand. . . 494 

i88. Specification's and Contract for Architect's Services 496 

189. Form of Contract Bond or Surety 509 

190. Form of Indemnity Bond , 511 

Appendix A. 

Preliminary Surveys and Examinations for Bridge Renewals. . , .512 
Appendix B. 

General Specifications'for the Testing of Hydraulic Cement. . . .517 
Appendix C. 

The Engineer as an Expert Witness 537 

Appendix D. 

Standard Specifications for Steel and Wrought Iron 544 



Engineering Contracts and 
Specifications. 

PART I. 

BRIEF SYNOPSIS OF SUCH PORTIONS OF THB 

Law of Contracts 

AS BEAR ON THE CARRYING OUT OF 

Engineering or Architectural Construction. 



1. Introductory. The Law of Contracts is said to be 
as simple and as readily comprehended by the layman as any 
department of the law. Two standard single volume works 
on the law of contracts are those of Bishop and of Lawson,* 
to which the reader is referred for a more complete treatment 
of the subject, and from which the following synopsis has been 
principally derived. In this synopsis only such rules and prin- 
ciples are incorporated as may be profitably presented to under- 
graduate students in our leading engineering schools. The 
practicing engineer or architect may also find them valuable, 
however, as furnishing to him certain guiding principles, the 
recognition of which will frequently enable him to avoid legal 
complications and inherent weaknesses in the drawing of speci- 
fications and other documents pertaining to contracts. This 
work is intended to emphasize the necessity of consulting 
competent legal authority in all important matters rather than 
to enable one to dispense with such reliance. 

2. Essential Elements of a Legal Contract. A 

conti*act is a promise to do or to refrain from doing some act 



* Engineers and Contractors will find Prof. Wait's work, described on paj^e 5, ol 
most value for all cases arising in their practice. 



8 LAW OF CONTRACTS. 

which the law will enforce. The law will not enforce an agree- 
ment unless the following essentials are fulfilled. 

First. The parties must be competent to make the agree- 
ment. 

Second. The subject-matter must be lawful. 

TTiird. The parties must have mutually assented or 
agreed to the conditions named, or they must have been of the 
same mind and intention concerning the subject-matter. 

Fourth. Except in the case of sealed contracts there 
must be a valuable consideration. 

The four essentials of a legal contract, therefore, may be 
grouped under the four words, Competency, Legality, Agree- 
ment, and Consideration. 

3. Two General Glasses of Contracts. There are 

in general two kinds of contracts, namely: contracts made 
under seal? called sealed contracts or specialties (see Art. 28), 
and simple written or oral agreements unaccompanied with the 
formality of a seal, called parole contracts. 

A sealed contract is a written agreement signed by the 
parties, the signatures, having appended to them what is com- 
monly known as a seal. Formerly a seal consisted of **An 
impression on wax, or paper, or some other tenacious substance 
capable of being impressed." Now, however, an impression 
of a seal on the paper itself is commonly construed as a proper 
seal, and in many states by statute a mere scroll enclosing the 
word **sear* made opposite the name of the signer is sufficient. 

Engineering contracts are often executed under seal, 

though preferably not, while the bond which holds the sureties for 

the faithful performance of the work by the contractor must be 

under seal. This is necessary because the agreement of the 

bondsmen to become responsible for the faithful performance 

of the contract by the contractor is not usually supported by a 

valuable consideration. 

The principal difference between a sealed contract and one 

not under seal is that in the former case a valuable considera- 



COMPETENCY. 9 

tion is not required to support the agreement, while in the lat- 
ter case the contract is invalid unless such a consideration can 
be shown to exist.* 

The affixing of a seal to a signature implies a special care 
and deliberation on the part of the signer, more than can be 
assumed in the case of a simple signature. It is for this 
reason that a consideration is not required to support a sealed 
contract. 

The mere existence on the document of a printed scroll 
or word **sear' on the lines provided for signatures does not 
constitute a sealed document unless these words or scrolls were 
so intended by the signers. 



COMPETENCY. 



4. Competency of Individuals. A sane person 
who has attained his majority is competent to make any legal 
asreement or contract. The disabilities of married women 
in the matter of contracts are numerous, but will not here be 
entered upon. Neither will any reference be made to those 
disabilities pertaining to aliens, convicts, infants, insane per- 
sons, and drunkards. 

6. Competency in ' Governmental Relations. 

The national or any state government may become a party to 
a contract, and such government may sue on its contracts and 
enforce them, but the converse of this is not true. Neither the 
United States nor any state can be sued without its consent. \ 
The only remedy for a person who seeks the enforcement of a 
contract with such a government is an appeal to congress or to the 
state legislature. Many of the states of the south have repudiated 

•See subject of Consideration, Art. 24. 

t The state may consent to be a party to a suit in order to have the rights of tht 
parties passed upon by the courts. 



10 LAW OF CONTBACTS. 

their contracts in the matter of state bonds, issued during the 
periods of reconstruction, and the bondholders have no remedy. 
Neither are public officers who negotiate contracts on the part 
of the state personally liable on contracts made in their own 
names, when these are signed in their official capacities. This 
freedom from all legal necessity to carry out its contracts is an 
essential element of sovereignty, and applies to kings and other 
more or less absolute rulers in their official relations. 

All public corporate governments, subordinate to that of 
the state, as of the county, or township, or village, or city, can 
be sued upon their contracts, and such contracts enforced when- 
ever these lie within their legal corporate powers.* Thus a 
county, or town, or city can not repudiate its legal obligations, 
as the state has the privilege of doing, but these obligations can 
be enforced through the agency of the courts. For instance, 
if a county organization should wish to repudiate a particular 
issue of bonds, which have been issued and sold, because of 
some real or fancied grievance connected therewith, and if the 
county commissioners who represent the county in its corporate 
capacity should refuse to levy taxes for the payment of the 
interest or principal, the courts could order them to do so, and 
if they should refuse they could be fined and imprisoned for 
contempt. In some cases city charters have been repealed by 
the state legislature and the city changed into a "taxing dis- 
trict" in order to more readily enforce orders of the courts, in 
requiring them to fulfill the terms of some legal contract or 
obligation. 

6. Competency of Semi-Public and Private Cor- 
porations. A corporation has no powers for entering into or 
performing contracts beyond those given it by the state in its 
charter.* Its capacity for transacting business, however, is not 
limited to the specific privileges granted in its charter, but is of 
necessity extended by implication to include such other powers 
as may be necessary for the complete consummation of its spe- 

*A11 legal formalities must, however, have been complied with, and persons con- 
tracting with such corporations must assure themselves that this has been done, other- 
wise they can not recover, as the officers of such corporations, are not personally liable. 



COMPETENCY. 11 

cific purposes. For instance, if a corporation requires the use 
of certain real estate for the transaction of its business, it can 
evidently buy and sell such property when this is intended for 
its own uses. It may also borrow money and issue therefor 
various kinds of obligations, and, in fact, it may make any 
contract which it is lawful for an individual to make, provided 
such contract relates to a subject which is within the sphere of 
its operations. 

When a contract or agreement on the part of a corpora- 
tion does not fall within its express or implied powers, it is 
termed ultra vires^ and such contracts can not be enforced. 
The official acts of the officers or agents of a corporation bind 
it much the same as such acts would bind an individual when 
made in a private capacity, and this applies both to oral and to 
written agreements, unless the corporation charter specifically 
requires certain kinds of agreements to be in writing. 

7. Contracts by Agents.* A contract by an agent 
is not valid unless the principal is himself competent to enter 
into a contract. On the other hand, a contract by an agent is 
valid, provided the principal is competent, even though the 
agent be incompetent to enter into a contract as a principal. 
Thus a minor may be a competent agent, but not a competent 
principal. The agent, however, must have no adverse interest 
from that of his principal under the contract negotiated. For 
instance, he must not be interested on both sides of the agree- 
ment, if these interests are supposed to be adverse. 

The legality of the acts of an agent is similar to the legal- 
ity of the acts of a corporation. As a corporation receives its 
authority for the transaction of a particular kind of business 
from the state, and its capacity in the formation of contracts is 
limited thereby to the express and implied powers under its 
charter, so an agent receives his authority from his principal, 

* An engineer or architect is the agent of the owner (person or corporation), and 
as such has the express powers given him in the contract itself or in his a^eement 
with his employer, and also many customary implied powers. 



12 LAW OF CONTRACTS. 

his legal acts are limited to the scope of the authority conferreo 
upon him by his principal, and, as in the case of a corporation, 
he will be justified in the law in the making of any contract, as 
agent, which may prove to be necessary or essential to the car- 
rying out of his more specific instructions, or for the transac- 
tion of the business for which he has received special authority. 

Unlike a corporation, however, an agent may exceed both 
his express and implied authority in the making of a contract, 
and yet this contract will become binding on the ratification of 
it by his principal. This ratification may also be either expressed 
or implied, an implied ratification consisting of a tailure to 
object or protest or to annul the contract on learning of its 
existence, or of acting under it as though consent had been 
given. 

A ratification, whether express or implied, of the acts of 
an agent operates always so as to include the whole of the 
agent's acts pertaining to the particular transaction in question, 
and can not operate for the acceptance of a part, and the rejec- 
tion of other parts. By adopting a part, the principal is bound 
by the whole. If it appear, however, that the express or implied 
ratification was due to a mistake of fact, the principal may 
repudiate the action of the agent on learning of the facts. 

If the agent wishes to avoid personal responsibility in the 
entering into a contract, it must be understood by the other 
party that he is acting as an agent, and not in his own behalf. 
He may, however, enter into contract in his own name, not as 
an agent, when in fact he is the agent of another party. In 
this case, however, the other party to the contract on learning 
of the principal, has his option to enforce the contract against 
the agent or against the principal as he may choose. In all 
cases of contracts with agents the other party to the contract 
must know of the agent's authority aside from the agent's own 
testimony in the case, as this latter is not received as evidence 
of the fact. Whatever the agent's pretended authority may be, 



COMPETENCY. 13 

if it should prove that he has exceeded both his express and 
implied authorization, the principal is at liberty to repudiate 
his acts, and the other party to the contract has no remedy 
except against the agent himself. The agent's authority is 
evidenced, however, by the usual and customary transactions 
of such agent which have been accepted by his principal, and 
which have become known to the other party in a proposed new 
contract. Therefore as to third persons the authority of the 
agent may be implied from previous performances of similar 
acts which have come to the knowledge and received the consent 
of the principal. 

In the case of sub-agency, or of the appointment of an 
agent by an agent such authorization must proceed originally 
from the principal, or be afterwards ratified by him before the 
principal can be bound by the acts of the sub-agent. 

In order that an agent may relieve himself from responsi- 
bility in the signing of a contract, the document must reveal, 
either in its body or in the signature, who the principal is; a 
mere signing of a contract by a person as "agent" will not 
relieve the party so signing from personal responsibility unless 
the document does reveal the principal. 

If an agent enters into contract in a matter beyond his 
express and implied authorization, he becomes personally liable 
to the third party, unless he reveal to such party, at the time of 
the signing of the contract, the exact relation between himself 
and his principal in such a way that this third party becomes 
aware of the dubiousness of the agent*s authority. In this case 
the principal may repudiate the act of his agent and the third 
party will not be able to hold either principal or agent to the 
contract. If, however, the agent does not disclose his exact 
relations with his principal, and assumes authority beyond his 
authorization, he does become personally liable for such damage 
as may result from failure of performance on the part of his 
principal. 



14 LAW OF CONTRACTS. 

The principal is also liable for all the frauds, deceits, and 
negligent acts of his agent so long as these pertain to the busi- 
ness he is authorized to perform. In this case, of course, the 
agent himself is liable both to his principal and to any third 
party. While if such fraud or deceit or negligent act pertains 
to matters outside the scope of his authority, the agent alone is 

.liable. 

Acts of an agent continue to be binding upon the principal 

as to third persons, even if the agent's authority has been 
revoked and the agency ended, until such termination of the 
agency comes to the knowledge of such third person. This 
applies to all kinds of continuous agencies, but does not apply, 
of course, to an agency for the performance of a particular act. 
The death of the principal always acts to terminate the 
agency, which termination occurs at the instant of the death of 
the principal. This nullifies even such acts of the agent after 
the death of his principal as may have occurred before such 
death came to the knowledge of the agent; but when the agent 
enters into contracts for his principal after the decease of the 
latter, with or without the knowledge of such decease, the 
contract is void as against the estate of the principal, and, gen- 
erally speaking, as against the agent himself, and the third 
party is without remedy. In this case no notice of the termi- 
nation of the agency is required. In a few states, however, the 
rule has been adopted that the bona Jide acts of the agent after 
the death of his principal and before he becomes aware of the 
fact, and which do not require the principal's signature are 
valid in favor of third parties. 



LEGALITY OF THE AGREEMENT. 

8. Ends of Illegal Subject-Matter. No contract 
can be enforced in the courts which involves an agreement to 
perform an act which is (a) forbidden by statutory law, or {J>) 



LEGALITY. 15 

is contrary to the rules of common law, or (c) which is opposed 
to public policy. 

9. Contracts in Breach of Statute Law. This 

subject will not here be entered upon at length. It may be 
said, in short, that all acts which are expressly prohibited by 
statute law, or all acts for which specific penalties are attached 
in national, state, or municipal laws, if made the subject of a 
contract, such contract can not be enforced. Without here 
mentioning the acts which would be criminal or immoral, it 
may be well to call attention to a certain class of contracts 
which can not be enforced at law because the plaintiff in the 
suit has no legal standing in court. Thus where the state stat- 
ute requires a diploma or license for the practice of medicine 
or surgery, or a license to act as attorney at law, or as a sur- 
veyor, or as an engineer, a person not having such legal author- 
ization can not collect in the courts the price of his professional 
fees. 

Under this head also fall agreements to pay usurious inter- 
est, which in some states involves the forfeiture of the entire 
interest, and in a few states the entire contract becomes void 
even to the sacrifice of the principal. 

In most states all kinds of wagers are declared unlawful by 
statute and can not be collected. 

While all contracts for fire or life insurance are in a certain 
sense wagers, they are valid and lawful when the person for 
whose benefit the insurance is made can be shown to have a 
suitable interest in the property or person insured. 

In all states where Sunday labor, with the exception of 
*'works of necessity and charity,** is prohibited, contracts made 
on Sunday are illegal and can not be enforced. 

Where contracts in breach of statute law have been fully 
executed, in other words, where the act has been done and the 
compensation received, the law will not recognize such trans- 
actions for the purpose of annulling them. Thus, in the case of a 



16 LAW OF CONTEACTS. 

wager which has been paid, the law will not enforce the return, 
of the money. 

10. Immoral Acts. The courts will not enforce an 
agreement, the object of which is forbidden either by statute 
or by common law, or which in law may be regarded as immoral 
or wrong. Such agreements might relate to such subjects as 
the commission of crime ] all kinds of frauds upon creditors, 
either by way of fraudulent assignments, or by way of agree- 
ments with certain creditors to the disadvantage of others ; all 
kinds of transactions under false pretenses, as the selling of 
articles under false labels; fraudulent conveyance of real 
estate to defraud creditors ; changes in contracts after they have 
been signed, either by one party without the consent of the 
other, or by the two principals without the consent of the 
sureties ; all acts of officers of corporations in their official 
capacity, in furtherance of their private ends ; fictitious bidding 
at auctions for the purpose of raising the bids of 6ona Jide pur- 
chasers ; collusion between the auctioneer and private individ- 
uals to defraud owner, and the like. 

The particular class of illegal acts in this category which 
has especial interest to engineers, is that referring to changes 
in contracts agreed to by the principals without the consent of 
the sureties or bondsmen. In all such cases if the changes are 
material, that is to say, if they are such as may be said to have 
a money value, then if these changes be made without the con- 
sent of the surety, such surety can no longer be held for any 
damage resulting from failure of his principal to fulfill his 
agreement.* Since such changes are almost always made in all 
contracts after they are signed and before the work is fully 
executed, and since it is very common to neglect to obtain the 
consent of the sureties when making all such changes, these 
sureties or bondsmen are nearly always relieved from liability 
in the manner here indicated. Furthermore, if such sureties 
are consulted in regard to the proposed changes and they 

* This does not apply to contracts containing' a prorision for changes under given 
conditions, provided these conditions are strictly complied with and the changes are not 
too radical. 



LEGALITY. 17 

should not choose to give their consent, then if they are still to 
be held for the fulfillment of the contract their consent to such 
changes must be purchased, the same as must be done with the 
principal himself as provided for in the specifications or con- 
tract. Because of this common oversight and the resulting 
relief of these sureties, or of their opposition to allowing 
changes to be made in case they are consulted, it is becoming 
customary to provide some other kind of guarantee of fulfill- 
ment, other than that of personal sureties. 

11. Contracts Opposed to Public Policy. These 
contracts may relate to all such acts as may be shown to be 
detrimental to the public welfare. Such as acts which would 
tend to injure the public service, or to obstruct the course of 
justice, or to encourage litigation, or as have an immoral tend- 
ency, or as will restrain the freedom of trade, or as will dimin- 
ish the security of property and life. As such contracts in 
general have no immediate bearing upon the work of engineers 
they will not be further enlarged upon here. There is, however, 
a class of agreements commonly entered into by the principals 
to an engineering contract which are often construed in the 
courts as against the public policy, which will be discussed in 
the following article. 

12. Agreements Which Refer to Arbitration. 

The following discussion of this subject is taken bodily from 
Lawson on Contracts, being article 318 of that work. 

**An agreement that matters which have arisen or may 
arise between the parties shall be referred to an arbitrator or 
arbitrators is not binding and either party may have recourse 
to the courts notwithstanding it. The reason of the rule is by 
some traced to the jealousy of the courts and a desire to repress 
any attempt to encroach on the exclusiveness of their jurisdic- 
tion, and by others to an aversion on the part of the courts 
from reason of public policy to sanction contracts by which the 
protection which the law affords the citizen is renounced. 

"But when a contract contains a condition which provides 
that disputes arising out of it shall be referred to arbitration, 

2 



18 LAW OF CONTBACTS. 

the validity of such a condition depends upon rather a fine dis- 
tinction. Where the amount of damage sustained by a 
breach of the contract is to be ascertained by specified arbitra- 
tion before any right of action arises, the condition is good ; 
but where all matters in dispute, of whatever sort, are to be 
referred to arbitrators and to them alone, the condition is ille- 
gal. The one imposes a condition precedent to a right of 
action accruing, the other endeavors to prevent any right of 
action accruing at all. As well put by an English judge : 
*If a tenant covenant that he will cultivate the demised land in 
a husband-like manner and also covenants that if any dispute 
shall arise in respect thereof it shall be referred to arbitration, 
an action may nevertheless be maintained ; but where the cove- 
nant is to pay such damages as shall be ascertained by an arbi- 
trator, no action will lie until he has ascertained them.* 

*'The principle is frequently applied in the United States 
to contracts for the construction of buildings, railroads, canals 
and other works involving numerous details. These contracts 
give rise to many questions which a court of law might reasona- 
bly send to a referee, and the parties may agi*ee that such questions 
shall be determined by an architect or engineer or by arbitra- 
tors, and that such determination, or a bona Jide effort to 
obtain it, shall be a condition precedent to the right to bring 
an action on the contract. Contracts of insurance usually con- 
tain similar clauses. Thus an insurance policy provided that, 
in case of differences arising touching any loss or damage, the 
matter might at the request of either party be submitted to 
impartial arbitrators whose award in writing should be binding 
on the parties to the amount of such loss or damage, *but 
shall not decide the liability of the company under this policy;' 
also, 'it is furthermore mutually agreed that no suit or action 
against this company for the recovery of any claim by virtue of 
this policy shall be sustainable in any court of law or chancery 
until an award shall have been obtained fixing the amount of 
such claim in the manner hereinabove provided.* It was held 
that no suit could be sustained against the objection of the 
company until an award had been made, although neither party 
previous to the suit had requested arbitration. 

But it must be expressly stipulated in all cases that the award 
or determination is a condition precedent to the right of action 
on the contract, or the agreement to arbitrate will be of no 
effect. 

Agreements of a similar nature have been held illegal, as 
aiming to oust the jurisdiction of the courts; as, for example, 
a provision in the by-laws of a benefit association that the 
decision of the officers on the claim of a member shall be final 
and conclusive. And parties are not allowed by contract to 
vary the procedure in the courts prescribed by statute. In Illi- 



AGBEEMENT. 19 

nois a lease contained a provision that the landlord should have 
the right to take immediate judgment agamst the tenant in case 
of a default on his part without giving the notice and demand 
for possession and filing the complaint required by the statute. 
It was held that such a provision was illegal." 

13. The Engineer as Arbitrator. In the carrying 

out of engineering and building contracts, the specifications are 
usually so written as to make the engineer or architect an arbitra- 
tor on almost all questions which can possibly arise under the 
contract, and it is usual to specify that his decisions thereon 
shall be final and conclusive. In view of what is given in the 
previous article it is evident that such a clause can not operate to 
prevent a case being brought before the courts under such a con- 
tract, but when it has been so brought it evidently will operate 
to sustain the decisions of the engineer on all points which may 
be construed by the court as '-''conditions frecedenV^ to final 
settlement. On all questions of fact, however, which the 
court can pass upon as well as the engineer, and on all ques- 
tions of law the court would retain its jurisdiction notwithstand- 
the agreement of both parties to submit all questions to the 
arbitration of the engineer, whose decisions were to be * 'final 
and conclusive." On all questions which the engineer is, from 
the circumstances of the case, especially competent to deter- 
mine, as to quantities and classification, as well as all questions 
which are more or less matters of opinion as classification of 
materials and perfection of work done, the decision of the 
engineer will be sustained under such a clause, provided it be 
not shown that he has acted fraudulently in the matter. See 
Articles 85 and 108. 



AGREEMENT. 



14. Mutual Assent. In order that a contract shall be 
binding on both parties to an agreement it must have been under- 



20 LAW OF CONTBACTS. 

stood and assented to by both in the very same sense. How- 
ever clear the agreement would appear to be on its face, if it can 
be shown that the proposition was not mutually understood in 
the same sense it can not, in general, be enforced. It must not 
be understood, however, that all pleas of having misunder- 
stood the plain and express provisions of a written contract will 
relieve the party making such claim from liability under it. In 
other words the mental agreement is evidenced by the language 
used in expressing such agreement, and the law will presume 
that such words were understood, provided their meaning is 
plain and evident. Furthermore whatever a man's real inten- 
tion may be, if he so acts as to lead another person to reasona- 
bly suppose that he was assenting to a given proposition, and 
this person proceeds on this assumption, the other party so act- 
ing becomes bound by the proposition. 

The agreement is not consummated until each party has 
communicated to the other, either orally, by letter, or by overt 
acts, his intention in the matter. The secret or mental acceptance 
of a proposition by one or both of the parties to it does not 
complete a legal agreement, until this mental act has been 
communicated to the other party. 

A person making an offer, whether orally, by messenger, 
by mail, or by telegraph, or by public advertisement, must 
allow a reasonable time for its acceptance, provided no time 
limit is stated in the proposition.* If the acceptance is returned 
by the same agency used in sending the offer, the contract is 
completed at the time such acceptance is delivered to such 
agency, whether the party sending the offer ever receives such 
acceptance or not. A person is bound by the acts of the agent 
of his own selection, and the failure of this agent to deliver to 
him the acceptance does not operate to prevent the completion 
of the contract. For instance, a proposition sent by mail is 
accepted at the time the letter of acceptance is deposited in the 
postoffice or letter box, and a proposition sent by telegraph is 

♦ This means only that if not withdraw the offer will stand and may be accepted at 
any time within a "reasonable time." 



AGREEMENT. 21 

accepted and the contract completed at the time of the delivery 
of a telegraphic reply at the telegraph office or to a telegraphic 
messenger. 

If the person receiving the offer wishes it to remain open 
for a definite length of time, longer than might be construed as 
reasonable, if no time is specified, he must pay to the other 
party something which may be construed as a consideration for 
the privilege of acceptance for such specified time. On the 
other hand, the party accepting can withdraw his acceptance if 
he can succeed in having his withdrawal presented to the first 
party before his acceptance has been received. Thus an accept- 
ance by mail may be withdrawn by telegraph, provided the 
telegram is received before the letter. 

A mere offer may be withdrawn at any time before it is 
accepted, unless a consideration has been paid for the privi- 
lege of acceptance for a definite time as above described. A 
formal notice of withdrawal is not always necessary, as when 
the party receiving the offer becomes aware of the sale of the 
property in the mean time to another. 

When an offer is made by mail or telegraph the means 
used for communicating the offer become the recognized agent 
of the party making such offer, and the party receiving it is at 
liberty to accept it as received, even though a mistake may 
have been made in the transmission of the same. Thus if an 
offer is made by telegraph, and an error has been made in 
transmitting the same, the erroneous proposition may be 
accepted either by mail or telegraph, and the party making 
such offer is bound. His only remedy is to sue the telegraph 
company for damages. This is because the party making the 
proposition assumed all responsibility for the correctness of the 
transmission by the agency selected by him. 

When an offer has been made and no consideration paid 
to keep it open for a given time, it is supposed to stand for 



22 LAW OP CONTEACTS, 

what the law will consider a reasonable time, the actual length 
of time depending altogether on the nature of the transaction. 

16. Qualified assent. Whenever a proposition made 
by one party is accepted by another with any kind of qualifi- 
cation or change of the conditions or wording of the original 
proposition, such an acceptance is simply the making of a 
counter proposition to the first party, and does not constitute an 
agreement until such party has in turn assented fully to the 
entire proposition as last stated, and if he again assents to the 
proposition with further changes or amendments, it becomes 
again a new proposition, which must be agreed to by the second 
party, before it becomes binding on the party to whom it is 
sent. The assent which finally makes of the offer or proposi- 
tion a binding contract, is the full, absolute, and unconditional 
acceptance of its terms. 

16. Qualified offers. The party making the offer has 
the right to prescribe in it the time, place, form, or other con- 
dition of acceptance, in which case such offer can be accepted 
only in the manner prescribed. This privilege on the part of 
the proposer does not enable him to impose the condition, how- 
ever, that a failure to receive an acceptance by a certain time 
will be construed as an acceptance. In other words, he may 
not impose the conditions of refusal. 

17. Implied acceptance. An offer may be accepted 
by merely acting upon it, the act becoming an acceptance from 
the time it was performed. Thus an offer to purchase goods 
may be accepted by simply shipping the goods, or in the case 
of a published offer of a reward for the apprehension of a 
criminal, the act of apprehending is construed as both an 
acceptance and fulfillment of the contract. 

18. Failure of agreement by mistake. The parties 
to an agreement are bound to the fulfillment of the same in 



AGEEEMENT. 23 

accordance with the plain intent and meaning of the language 
used, whether oral or written, provided the meaning of this lan- 
guage be clear, and neither party is allowed to plead either 
carelessness in the reading of the terms thereof or ignorance of 
the meaning of the language used. It goes almost without saying, 
however, that apparent or evident mistakes in the use of lan- 
guage will be corrected by the court. However, the following 
kinds of mistakes will lead to a decision that no contract was 
really entered into because of utter failure of the parties to 
agree to the same thing. 

(a) Mistake concerning nature of transaction, 

as where a person, by mistake, signs a document of an entirely 
different character from that which he intended to sign, as 
where he signs a bond instead of a petition, or a deed instead 
of a lease, the two documents being similar in form and 
appearance. In such cases it is held that the *'mind of the 
signer did not accompany the signature" and therefore he never 
agreed to such a proposition. If it can be shown, however, 
that the mistake resulted from negligence to read the terms of 
the proposition, and that while the signer understood in a gen- 
eral way thfr character of the document, but did not read it 
over carefully, or perhaps did not read it at all, he will he held 
to the contract because of his culpable negligence. This only 
holds where the plea of fraud on the part of the other party to 
the contract is not maintained. 

(b) Mistake concerning person with whom con- 
tract is made, as ** where A conti'acts with B, thinking that 
he is contracting with C, there can obviously be no contract, 
for B not being present to A's mind, A can not be a consenting 
party to a contract with B." This, of course, does not affect 
contracts made through agents, when the agency is declared. 

(c) Mistake concerning Subject-matter of Con- 
tract. If the parties contracting engage themselves concern- 



24 LAW OF CONTRACTS. 

ing a thing which does not exist, such a mistake avoids the 
contract, because of the nonexistence of the subject-matter. 
This applies to property which may have ceased to exist before 
the contract is signed, although both of the parties were ignorant 
of the fact. In all cases, however, where the existence of the 
subject-matter is in the mind of the proposer more or less doubt- 
ful and yet the offer which he makes is unconditional, he can 
be held for damages resulting from failure, even though the 
subject-matter be nonexistent. 

A mistake prevents the consummation of a contract also, 
where each of the parties has in mind a different subject-matter 
from the other. This applies to mistakes which may be con- 
sidered legitimate, as where the same words apply with equal 
force to different things, or in the case of an oral contract 
where the language was clearly misunderstood, from a failure 
to hear the words which were really spoken. 

The remedy for a contract entered into under a mistake is 
the privilege of repudiating it on the part of the person who 
made the mistake, or the privilege of recovering, by a suit at 
law, part payment which may have been made, it being under- 
stood that the contract has not been fully executed by a com- 
plete payment. Or the case may be brought into a court of 
equity, and justice obtained by having the court correct the 
terms of the agreement, it being assumed in all these cases that 
no fraud has been committed. 

19. Misrepresentation in the Contract. In order 

that a misrepresentation of facts may make a contract invalid, 
it must have been made with a fraudulent intent. The mere 
falsity of a statement of a material fact in the contract, however 
much it may have misled the other party, will not invalidate 
the document, unless a fraudulent motive accompanied the 
misrepresentation. It is necessary, therefore, to prove the 
motive of the misrepresentation before the validity of the con- 
tract can be passed upon. 



AGREEMENT. 25 

If, however, a particular term in the contract or some 
integral part of it is based upon a misstatement of fact, which 
term or integral part can be passed upon separately from the 
body of the contract, such a misrepresentation is equivalent to 
a promise by the party making it, and if not fulfilled the other 
party can recover damages. This, however, does not invalidate 
the contract as a whole. 

A nondisclosure of fact is equivalent to a misrepresenta- 
tion of fact, provided the disclosure properly accompanied the 
transaction. 

Fraudulent misrepresentation will be treated in the follow- 
ing article. 

Contracts for insurance, whether marine, fire, or life, and 
contracts for the purchase of stock in corporations, also con- 
tracts between parties occupying intimate and confidential rela- 
tions with each other may be invalidated by misrepresentation 
of fact, which would not invalidate ordinary business or engi- 
neering contracts. (See a general treatise on the Law of Con- 
tracts for these cases.) 

20. Invalidity of Contract through Fraud. As 

a general rule fraud vitiates all contracts. That is to say, 
fraudulent misrepresentation by one party enables the other or 
injured party to declare the contract void from fraud, or he 
may enforce the contract against the defrauding party, at his 
own option. The defrauding party, however, has no option or 
privilege in the way of declaring the contract void. In other 
words, should he find that the contract was adverse to his inter- 
ests, he could not plead his own fraudulent act to his own 
benefit. 

Fraud in the sense here used consists in a **false repre- 
sentation of fact made by the party who is charged with it, with 
a knowledge of its falsehood, or in reckless disregard whether 
it be true or false, with the intention that it shall be acted upon 



26 LAW OF CONTEACTS. 

by the complaining party, and actually inducing him to act 
upon it to his damage." 

**From the above definition the following essential ele- 
ments of fraud may with profit be stated separately : (a) A 
false representation, {b) A misrepresentation of fact, (c) 
A representation made by the farty charged. (<f ) Knowledge 
of its falsity or a reckless indifference in the matter, {e) An 
intention that it shall he acted upon by the other party. (J) A 
reliance upon it by the other party. (^) Damage to the party 
deceived.** Unless each and every one of the above essential 
elements of fraudulent misrepresentation be proved, the con- 
tract can not be avoided on the score of fraud. 

The false representation also must refer to some material 
fact. Furthermore the concealment or nondisclosure of a 
material fact in an active manner, that is to say, an active pre- 
vention of the disclosure of material facts, may constitute fraud- 
ulent misrepresentation. 

Where the one party knows that he is being trusted by the 
other party and relied upon for the disclosure of material facts, 
as is the case when a contractor relies upon the engineer or 
architect to disclose to him the material facts pertaining to the 
work to be done, this rule will be more rigidly applied than 
when no such confidence is imposed. 

A concealment of the real value of goods shipped by 
express or freight, or by other agency, in order to obtain such 
shipment at a lower rate, is a fraudulent misrepresentation. 

While the vendor or seller of an article is not obliged to 
make known to the purchaser the defects of the article, when 
such defects can be discovered by the buyer, yet a deliberate 
hiding of such defects on his part will be considered a fraudu- 
lent misrepresentation. As to defects which can not be dis- 
covered by the buyer, the vendor is bound to make known to 
him such defects as he himself may be aware of. 



AGEEEMENT. 27 

While known false representation of the quality or defects 
of an article made by either seller or buyer, for the purpose of 
gaining the advantage in a transaction is fraudulent, the pur- 
chaser, however, is not obliged to disclose his knowledge of 
the real value of an article, which is offered to him below its 
actual value. 

On questions which may be considered matters of opinion 
rather than questions of fact, misrepresentations do. not consti- 
tute fraud ; only misrepresentations of known facts fall in this 
category. What is not really known may be misrepresented 
without invalidating the contract. Neither do false representa- 
tions of future intention, or of questions of law, constitute 
fraud. 

The fraudulent misrepresentation must have been made by 
the party charged or by his agent, or with his connivance and 
knowledge. The fraud of a third person does not invalidate 
the contract between two others. 

The misrepresentation must be known to be false. Some- 
times a contract may be set aside because of violent injustice 
resulting from a false representation, which was, however, 
believed to be true. Frequently, however, a party may make 
extravagant statements in a reckless manner for the purpose of 
influencing the other party to a transaction, not knowing 
whether his statements be true or not. In such a case the will- 
ful negligence or recklessness as to the truth of his positive 
statements will act to invalidate the contract, provided such 
statements prove to be false, the same as though he had known 
them to be false. 

The false statements must also be made with the expecta- 
tion that they are to be believed and acted upon. Extravagant 
affirmations made in a jocular manner, and not expected to be 
believed, would not constitute fraud. 

The misrepresentation must be accepted as true, and be 
acted upon before the fraud is perfected. The burden of proof 



28 LAW OF CONTBACTS. 

here lies upon the party charging fraud, to show that he did 
really act upon the statements made. It is not necessary that 
he shall show that the fraudulent statements formed the sole 
basis of his action. He need only show that they contributed 
materially to that end, and that the action would not have been 
consummated without them. 

A false representation as to one of several material matters 
in a contract operates to vitiate the entire agreement. 

The party claiming fraud must also show that some actual 
damage has been suffered. It would not be sufficient cause for 
the annulling of a contract to show that one was fraudulently 
led to the payment of a just debt, since no damage has in this 
case been sustained. 

21. Remedy of party defrauded. Immediately on 

discovering the fraud the party defrauded should take action, 
and he has his option of the following courses, the last two 
being remedies. 

(a) He may enforce the contract against the defrauding 
party, or take no action whatever, and allow the contract to be 
enforced against himself. If he does not take action on dis- 
covery of the fraud, he will be supposed to have consented to 
the enforcement of the contract, notwithstanding such fraud, 
and he will lose his option of resisting such enforcement. 

(^) He may at once give notice of the rescission or 
rescinding of the contract on his part, because of fraud claimed 
to have been perpetrated by the other party, and he may bring 
suit to recover damages, or he may either by word or act give 
evidence to the other party of his intention to treat the contract 
as null and void. 

(c) If it be practicable to reinstate the parties in their 
original relative relations, he may sue for such restoration. 
That is to say, if goods have been delivered, they may be recov- 
ered if practicable. 



AGBEEMENT. 29 

Any action under the contract in the way of acknowledg- 
ing its force by the party defrauded, after he has discovered the 
fraud, will operate to make the contract binding upon him, as 
he will be assumed to have deliberately forfeited his right of 
rescission. It must be understood, also, that he can not con- 
sent to the operation of a portion of the contract with the privi- 
lege of rejecting another portion of it to which the fraud may 
more directly relate. Since fraud vitiates the entire contract, 
the defrauded party must forfeit his privilege of rejection 
entirely by agreeing to its terms notwithstanding the fraud, or 
he must reject it entirely and in all its parts. He can not 
obtain the benefit of a part and reject another part. 

Outside of the rights described above, arising under the 
contract itself, the defrauded party has the privilege at common 
law of bringing action for deceit to cover such damage as he 
may have sustained as a result of such fraudulent misrepresen- 
tation. This action is in addition to his privilege of avoiding 
or rescinding the contract itself. 

Furthermore a party defrauded of his property may recap- 
ture it, if he is able to do so without unnecessary violence and 
without a breach of the peace, without recourse to the law and 
its agencies. 

22. Invalidity of Contract through Duress. '*A 
person is said to have acted under duress when he does or 
promises to do any act not of his own free will, but in conse- 
quence of unlawful physical restraint imposed by another, or in 
consequence of threats made by another, either to do him some 
great bodily harm, or to unlawfully destroy his property, or 
deprive him of the same. Promises made under duress will 
not be enforced, and money paid, or property transferred under 
duress may be recovered." 

Contracts entered into under duress as above defined are 
voidable at the option of the constrained party, the same as 



30 LAW OF CONTBAOTS. 

though fraud had been perpetrated upon him. The contract is 
not voidable, however, at the option of the other party. 

23. Invalidity of Contract through Undue In- 
fluence. Where the parties occupy a confidential relation to 
each other, or from long association and other peculiar circum- 
stances affording the proper and sufficient opportunities, courts 
of equity take cognizance of what may be called undue influ- 
ence, which may act the same as fraud in persuading the person 
to enter into an unfair and unreasonable contract. Such are 
the relations of the members of one family, or those of guar- 
dian and ward, attorney and client, priest and parishioner, 
physician and patient, as well as those where mental weakness 
from old age or sickness and the like, furnish suitable oppor- 
tunities. 

The remedies in the case of undue influence are the same 
as those in the case of fraud, except that the influenced party 
does not lose his rights of choice of remedies by delay in 
action, since it is unfair to assume that such a party can sud- 
denly recover his normal independence. 



CONSIDERATION. 



24. Consideration Defined. All business contracts 
such as an engineer will be called upon to enforce must always 
be supported by a valuable consideration ; otherwise they are 
not enforceable. As such a consideration is always named and 
specifically determined in all engineering contracts, it is not 
necessary to go into that subject here very fully. 

A * 'valuable consideration'* in the eyes of the law is 
''''some rights interest^ profit^ or benefit^ accruing to one party ^ 
or some forbearance^ detriment^ loss, or responsibility given ^ 
suffered, or undertaken by the other, ^ 



t* 



CONSIDERATION. 31 

Such a consideration is necessary to enforce a written 
agreement the same as would be necessary with an oral agree- 
ment. 

A contract under seal, however, does not require a con- 
sideration to enforce it. This is the principal and character- 
istic difference between contracts under seal, and ordinary 
written or oral contracts, both of which latter class constitute 
what is known as simple or parole agreements. 

It is not necessary that the consideration be named in the 
agreement, or that the fact of consideration should appear in 
the agreement ; it is only necessary that there shall be a con- 
sideration in fact. 

In cases of promissory notes and other negotiable paper, 
the presumption is that there was in fact a consideration, 
whether named in the document or not, and the burden of 
proof rests upon the maker of the note to show that there was 
in fact no consideration. 

In the states of California, Iowa, Indiana, Kansas, Ken- 
tucky and Missouri, an agreement made in writing is presumed 
by statute law to be founded on a consideration, and is there- 
fore placed on the same basis as holds generally for negotiable 
paper. Here again the burden of proof rests upon the 
defendant to show that there was in fact no consideration. In 
both the above cases if it can be shown that the promise was 
not suoported by what the law will construe as a valuable con- 
sideration, the agreement or contract fails. But mutual prom- 
ises are each a consideration to support the other.* 

A promise made without a valuable consideration is con- 
strued by the law to be gratuitous, and not enforceable, even 
though the party to whom it was made has acted upon it, and 
has sustained serious loss or damage thereby. 

25. Adequacy of Consideration. It is not neces- 
sary that the consideration named, or implied, or shown to 
exist by any acceptable evidence shall be adequate to support 

• This is termed a bilateral contrttn. 



32 LAW OF CONTRACTS. 

the promise. So long as it is valuable at all, in the sense 
defined in the previous article it will support the full promise. 
The question of adequacy of consideration will not be allowed 
to be put in evidence except for some ulterior purpose, as when 
it is attempted to prove fraud. 

Here the law seems to conflict with the principles of right 
and justice; but for the court to inquire into the adequacy of a 
consideration would make nearly all contracts subject to litiga- 
tion and the freedom and rights of the individual would be 
greatly curtailed. This rule as to adequacy, however, does not 
apply to the exchange of sums of money, for instance, whose 
absolute values are fixed and known. In this case the consid- 
eration must be adequate and equal. 

When the consideration is grossly inadequate, suit may be 
brought in equity and the courts will in that case sometimes 
var}- the terms of the agreement in the interest of justice. 

Neither is it necessary that the consideration should have 
any assignable money value, as is plainly implied in the defini- 
tion of a consideration given in the previous article. Thus 
mutual promises are each a consideration for the enforcement 
of the other, but when the promise of one of the parties 
includes no more than it was already his legal duty to perform, 
such a promise will not support a promise made by the oppo- 
site party. For example, if A owes B a sum of money, and 
interest thereon which is due^ and A promises to pay B the 
interest if he will extend the loan, which B promises to do, here 
B's promise to extend the loan is not supported by a valuable 
consideration and is therefore not enforceable. Again a 
promise to pay to a public officer more than his lawful fee for 
the performance of a public duty, is not enforceable. 

26. Agreement to Take Less than is Due. A 
very common case in the execution of contracts is that of an 
agreement by one of the parties to receive or accept less than 
the contract calls for. It is important here to distinguish 



CONSIDEBATION. 33 

between sums of money or matters which are in dispute, and 
sums of money or matters which are not in dispute. 

If one of the parties agrees to accept a sum of money 
less than that which is avowedly due him, such an agreement 
is not enforceable, because of failure of consideration, unless 
some condition of performance accompanied the offer which 
may be construed as a consideration. If, however, the sum of 
money claimed by A is disputed by the other party B, and 
never has been acknowledged by B as being the amount owed, 
then and in that case an agreement on the part of A to 
accept less than his claim, when accepted by B, is enforceable. 
This is because no agreement had been made previous to this 
compromise arrangement. 

Similarly an agreement on the part of the owner to accept 
a less amount of work or a cheaper construction on the part of 
the contractor than that contained in the written specifications 
is not enforceable, unless it is supported by some further act 
on the part of the contractor, or by a corresponding change in 
the price of the work, which may be construed as a considera- 
tion. If, however, the original contract provided for such 
changes as these by agreement without further consideration, 
such further agreements simply modify the terms of the origi- 
nal contract and become a part thereof without a new considera- 
tion being required. 

Where several creditors enter into a mutual agreement 
among themselves and with the debtor to take less than is 
acknowledged to be due them, and to discharge their several 
debts, such an agreement is held to rest on a sufficient consid- 
eration, since these mutual promises are evidently for their 
mutual benefit, and therefore all do receive a valuable consid- 
eration in support of such promises. 

If it is desired or intended that an agreement shall hold 
without a corresponding consideration, such as have been 
referred to above, it is only necessary to execute the new agree- 

a 



34 LAW OF CONTRACTS. 

ment under seal, in which case a consideration is not required. 

When a person brings suit against another or threatens to 
do so, for a sum of money claimed in good faith to be due, 
not evidenced by a note or promise to pay, the dismissal of such 
suit, or a promise not to bring it, is a sufficient consideration for 
a promise by the party sued, or threatened to be sued, to pay to 
the claimant a sum of money, or for a promise to do any other 
lawful act. 

In the case of an engineering contract, an agreement by 
the parties to vary the terms of the original contract, which 
variation may not have been provided for in such contract, 
an agreement to vary the conditions in one particular must 
be supported by a consideration in the way of an agree- 
ment to vary the terms of the original contract in some 
other particular which may be accepted as a consideration, or 
some other and new consideration must be provided for in 
order to support such agreement. Thus, if A has agreed to 
build a house for B in accordance with certain plans and speci- 
fications with no provision for changes of plan, if B consents 
to a change in the plans by which the cost is reduced, without 
any consideration being agreed upon or mentioned for such 
change of plans, B has the privilege of changing his mind, 
and of enforcing the original agreement, since the second 
agreement was not supported by a consideration. In like 
manner, should A consent to a change of plans without 
naming a consideration he can not be held to such an agree- 
ment even though it be made in writing, but may continue to 
carry out the original agreement, which alone is bindmg. In 
other words, all subsequent or auxiliary agreements or changes 
in the original contract not provided for in the original docu- 
ment are in fact new contiacts and must each and all be sup- 
ported by a consideration. 

Promises or contracts which have been fully executed can 
not be inquired into by law, as to whether there may have been 



CONSIDERATION. 35 

no consideration. Thus money which has been paid without 
consideration can not be recovered, and for work executed 
before a promise to pay has been given or implied, no recovery 
or compensation can be obtained. 

Of this general character are gifts which have been made, 
the article having been delivered to the donee. They can not 
be recovered, neither can payment for them be enforced. An 
exception to this is where property has been given away to 
defraud creditors. In this case the person receiving the gift 
may be compelled to restore it to the creditor, or so much 
thereof as will discharge the creditor's claim against the donor. 

27. As to Waiver of Legal Rights. An apparent 
exception to the general rule that a promise must be supported 
by a consideration is an agreement to waive a statutory right of 
defense. Thus *'a promise to pay a debt barred by the statute 
of limitations, or by a discharge in bankruptcy, though made 
without consideration is enforceable, and a promise by an 
endorser of a bill or note to pay it, although the endorser 
knows that he has been released from all liability, from the 
note not having been protested when due, is likewise binding.** 
In these cases the new promise is equivalent simply to waiving 
the legal rights of the party, after which the old promise is 
again restored to its legal status, which former promise was 
supported by a consideration. 

**But when a debt has been canceled by the act of the 
parties, as by a release under seal, which would require no 
consideration, a subsequent promise to pay the debt, notwith- 
standing the release, is not valid unless supported by a consid- 
eration.** In this case the former promise or agreement had 
been obliterated by a subsequent release under seal, and hence 
a n«w contract would have to be made. 



36 LAW OP CONTBAOTS. 

CONTRACTS UNDER SEAL. 

28. Classes of Sealed Contracts. While any con- 
tract may be executed under seal, and so become a sealed 
contract, under the common law^ the following must be exe- 
cuted under seal to become binding, namely: (a) Gratuitous 
promises. (^) Contracts with corporations, (c) Conveyan- 
ces of real estate, (fl?) Bonds. 

(a) If it is the purpose to make a gratuitous promise 
legally binding on the parties, it must be executed under seal, 
and when so executed the absence of a consideration will not 
invalidate it. 

(^) The common law rule that contracts with corpora- 
tions must be executed under seal no longer obtains in the 
United States. Here a contract entered into with the proper 
officers of a corporation is valid without being sealed, the same 
as though made with an individual, unless the charter of the 
corporation specifically requires all contracts to be made under 
seal. 

(c) Deeds and mortgages do still in this country require 
the presence of a seal, except where a special statute pro- 
vides otherwise.* 

(f/) A bond is an instrument under seal whereby one 
acknowledges himself indebted to another in a specified sum, 
generally but not necessarily conditioned on the performance 
of some act. Thus bondsmen or sureties in the case of an 
engineering contract are those who sign an obligation or 
acknowledgment of indebtedness in favor of the party letting 
the work, in a specified sum, conditioned on the faithful exe- 
cution of the work which the contractor has undertaken to 
perform. Such an instrument, called a bond, should be exe- 
cuted under seal. 

*Thi8 is true in Uhio, Indiana, Iowa, Kansas, Nebraska, Tennessee, Texas, 
Dakota, Kentucky, and Mississippi. 



PAEOLE CONTRACTS. 37 

The significance of a seal is losing its force in America. 
In some states a seal no longer has any significance, whatever, 
so that even when present in due form, it does not import a 
consideration, but such consideration must be proved the same 
as for a simple or parole contract. The plain intent of the 
parties is the controlling factor. The rules given above are 
the common law rules and still have more or less force in some 
states. 



PAROLE CONTRACTS. 

29. Oral and Written Contracts. All contracts, 
either oral or written, not executed under seal, are called simple 
or parole contracts. 

An oral contract has all the force of a simple written con- 
tract, but it is subject to difficulties in the way of establishing 
or proving its terms, which a written contract is comparatively 
free from. A large proportion of the litigation arising from 
the nonfulfillment of contracts is caused by a failure to reduce 
the terms of the contract to writing. 

An oral or written contract can be modified by subsequent 
agreements, and such subsequent agreements become a part 
of the original contract. A written contract, however, has 
this advantage over an oral contract: It is presumed in law 
to embody all understandings and agreements made at the time 
of, or previous to, the signing of the contract. No oral evidence 
can be admitted therefore as to agreements or understandings 
made at the time of the written agreement or antecedent 
thereto which would modify its terms. Evidence will be 
received, however, as to oral or written agreements made sub- 
sequent to the signing of the written contract which may 
modify its terms. 



38 LAW OF CONTRACTS. 

It is allowable, however, to admit testimony as to oral 
agreements or understandings made prior to, or contemporaneous 
with, the signing of the contract, for the purpose of proving 
fraud and deception. 

Such evidence may also be introduced for the purpose of 
proving duress or mistake in the drafting of the contract. 
It can not be introduced for the purpose of modifying its 
terms, since it must be assumed that all the essential or 
material matters in the agreement were embodied in the written 
contract. 

Subsequent oral or written agreement modifying the terms 
of the original contract requires a separate and distinct consid- 
eration to support it, unless the original contract contained 
special provision for such changes, in which case they must be 
made in accordance therewith, and may or may not require a 
new consideration. 



ASSIGNMENTS OP CONTRACTS. 

30. When Assignments Can Be Made. All con- 
tracts and agreements can in general be assigned by either 
party, and the contract enforced by the assignee, except such 
contracts or agreements as involve a personal trust or confi- 
dence in one or both of the parties. Evidently trust and confi- 
dence in the skill or professional ability of another can not be 
assigned, and when such trust is a material element in the con- 
tract there can be no assignment. Of such character are nearly 
all kinds of personal services, except, perhaps, the most com- 
mon labor. 

All building and engineering contracts are assignable, 
unless the writings themselves contain conditions denying such 
privilege. It is, however, common to insert such a clause in 
all engineering contracts by which they then become non- 
assignable. 



CONSTRUCTION OP THE CONTRACT. 39 

31. Notice of Assignment Necessary. While an 
assignment is effectual as between the assignor and assignee, 
from the moment it is made, it does not bind the other party to 
the original contract until he has received notice of the assign- 
ment. Without such notice any performance on his part in 
favor of the original party or assignor releases him to that extent 
with the assignee. It is necessary, therefore, to give prompt 
notice of all assignments to all the parties concerned. After 
such notice has been given, all parties become bound to the 
assignee, the same as they had formerly been to the assignor. 

An exception to the rule of the necessity of giving notice 
obtains in the case of what is called negotiable paper. The 
transfer of such contracts is not called assignment, the docu- 
ment itself carrying with it its own evidence of ownership. 
Such documents are bills of exchange, bank checks, promissory 
notes, bills of lading, certificates of deposit, certain kinds of 
bonds and coupons, warehouse receipts, and bank bills. 



CONSTRUCTION OP THE CONTRACT, 

32. The Original Contract. An original written con- 
tract is presumed to embody all the agreements made at, or 
previous to, the time of its signing. No oral evidence will be 
admitted to explain or supplement the terms expressed in the 
written contract, provided these are clear and plain. It is per- 
missible, however, to modify the terms of any written contract 
by subsequent oral or written agreements. It is also permissible 
to submit evidence as to contemporaneous oral agreements 
which supplement or explain the terms imposed in the contract, 
provided these be not inconsistent with the terms of the written 
document. 

Oral evidence is also admissible to explain the identity of 
the parties, or the existence of an agency, the identity of the 



40 ^ LAW OF CONTEACTS. 

subject-matter, and the sense in which certain unusual or tech- 
nical words have been used. 

Oral evidence is also admissible to explain any latent 
ambiguity in the instrument, as where more than one mean- 
ing may be given to a word or phrase ; but in the case of a 
fatent ambiguity, that is to say, an ambiguity apparent on the 
face of the instrument itself, and which is meaningless without 
oral explanation, such an ambiguity will make the contract 
void. 

33. The Explanation of Technical Terms in Con- 
tracts. In all cases where either common or uncommon 
words are used in a technical sense, or in a sense peculiar to a 
given trade or business, in which custom has given to such 
expressions particular and definite meanings, oral testimony can 
be received for the purpose of explaining the real meaning of 
such terms. Furthermore, the meaning which the law will 
enforce is that which such a term has in that neighborhood, or 
with the parties to the contract. In such cases the common 
usage or custom will fix the meaning of the technical words 
used. 

In other cases oral evidence may be introduced to explain 
the real meaning of a contract, where custom or usage caused 
the meaning to be clear to the parties themselves when the 
contract was signed, but which would not be understood by 
strangers to such usages. 

In order that a contract may be interpreted in the light of 
custom or usage, such custom or usage must be certain, defi- 
nite, and uniform in that district, or between the parties to the 
contract. Unless it is a universal custom or usage as between 
the parties, it can not be received as positive evidence of mean- 
ing. Furthermore such custom and usage must have been 
continuous and uninterrupted up to and including the time of 
the transaction in question. Thus one or more acts do not 



CONSTBUCTION OF THE CONTRACT. 41 

establish a custom as between the parties, and a few illustra- 
tive examples will not serve to establish a usage. 

When the explanation rests upon usage in the neighbor- 
hood, such usage must be general and a knowledge of it must 
be common, so that it may have been presumed to have been 
known to the parties to the contract. 

Such custom or usage must be reasonable, and must have 
been generally assented to, and complied with without protest, 
in order to become binding in explaining the terms of a contract. 

Such custom or usage, also, must not be repugnant to any 
of the express terms of the contract itself, neither must it con- 
travene a state statute, city ordinance, or conflict with the law 
of public policy. 

34. Rules of Construction. 

1. The first and principal rule to be followed in the con- 
struction of contracts is to ascertain the real intention of the 
parties at the time the contract was signed. In fact all rules 
are merged in this one, and have for their object the determi- 
nation of the original real meaning of the document. 

2. In arriving at this real meaning, the words used must 
be understood in their ordinary and popular meaning, when 
these do not have a technical significance, as indicated in the 
previous article. In all other cases, the language is supposed 
to mean what it would ordinarily be understood to mean under 
the given circumstances of time and place, and as between the 
given parties. 

3. Furthermore the whole instrument must be looked to, 
and all the terms thereof made effective if possible. The 
whole instrument will be construed, also, in construing any 
latent ambiguity which may pertain to any given part. Where 
more than one document enters into a general agreement they 
shall all be taken into account in the construction of the entire 



42 LAW OF CONTRACTS. 

contract. Words may be wholly rejected which are inconsist- 
ent with the manifest intention of the parties. 

If a portion of the contract is printed and other portions 
written, the latter will take precedence over the former, when 
they are found to conflict. 

Where both general and specific terms have been used in 
describing the same thing, the agreement will be limited to the 
scope of the more specific terms, and may not be applied to the 
more general. 

Doubtful words will be construed more strongly against 
the party who used them. This is based on the principle that 
a man is responsible for ambiguities in his own expressions. 
Thus a deed is construed most strongly against the grantor, 
and a clause in a promissory note will be construed most 
strongly against the maker. Such a prejudice, however, is 
never exercised against either party, if possible to avoid it. 



CONTRACTS REQUIRED TO BE IN WRITING. 

35. The Statute of Frauds. In the year 1676 the 
English Parliament passed **An act for the prevention of frauds 
and perjuries'' which has become common law for this country 
where it is not replaced by statutes in the various states cover- 
ing the same ground. In either case where reference is had to 
the original English enactment or to the corresponding statutes 
in the various states, this law is commonly referred to as the 
"Statute of Frauds." The object of such a law is to prevent 
litigation and fraud by requiring certain kinds of contracts to be 
in writing. These in general relate to the official acts of exec- 
utors or administrators, marriage contracts, to the sale and 
transfer of real estate, to agreements which can not be per- 
formed inside of one year, and other contracts for the sale of 
goods, wares, and merchandise of a value greater than $50. 



CONTKACTS BEQUIRED TO BE IN WEITING. 43 

As only the last two of these pertain to the character of the 
present work they alone will be discussed here. 

36. Agreements Which Can Not Be Performed 

within One Year. The English statute provides that *'no 
action shall be brought whereby to charge any person upon any 
agreement that is not to be performed within the space of one 
year from the making thereof, unless the agreement upon 
which such action shall be brought, or some memorandum or 
note thereof, shall be in writing and signed by the party to be 
charged therewith, or some other person thereunto by him law- 
fully authorized.** That is to say, contracts which can not be 
performed within one year from the date thereof must be in 
writing. This is construed as meaning that the necessity for a 
written contract only holds when the performance within one 
year is demonstrably impossible. If by any possibility it may 
be fully performed within one year, an oral contract is valid. 

Thus a contract for a year's service, to be entered upon at 
a future time, can not be performed within one year, and hence 
must be in writing. Or in the absence of a written contract to 
this effect an oral agreement can not be enforced, and either 
party is at liberty to annul the contract at pleasure. Where 
services have been rendered, however, under an oral contract 
which by this clause ought to have been in writing, the party 
benefited must pay for them. 

Thus, also, a contract for the carrying out of any engi- 
neering construction, if it plainly can not be completed within 
one year, is not binding, unless it be in writing. 

37. Contracts of Sale Where the Value Is More 
than $50. Another clause in the same original English stat- 
ute reads as follows: **No contract for the sale of any goods, 
wares or merchandise, for the price of ten pounds sterling or 
upwards, shall be allowed to be good ; except the buyer shall 
accept part of the goods so sold, and actually receive the same, 



44 . LAW OP CONTBACTS. 

or give something in earnest to bind the bargain, or in part of 
payment, or that some note or memorandum in writing of said 
bargain be made, and signed by the parties to be charged by 
such contract or their agents thereunto lawfully authorized." 

Similar statutes have been enacted in this country in which 
the limit of the value of the goods sold is usually placed at $50, 
while in Maine and in New Jersey it is placed at $30. 
For all values over these amounts the contracts must be in 
writing or, as stated in the statutes, the buyer must give proof 
of his agreement by accepting and receiving a portion of the 
same or by part payment for the same. 

It must be noted, however, that a contract for labor is not 
included in the statute. The limit of value here used applies 
not to individual articles but to the sum total of the articles 
named in the transaction. 



SUBSEQUENT CHANGES AND AGREEMENTS. 

38. The General Rule. In general any oral or written 
agreement may be altered at pleasure after it has been signed, 
when this is done by mutual consent. Alterations made at the 
time of, or previous to, the signing of the instrument become 
€lements in the original contract. 

Any change by mutual consent in the terms of an agree- 
ment after it has been signed makes a new contract out of the 
original agreement, and because of this a surety or a third party 
to the agreement not consenting to the change is released from 
all obligation. The new contract remains good as to those who 
consent to the change. In the case of engineering contracts 
where it is common to have sureties or bondsmen who guar- 
antee faithful performance, such sureties must always be con- 
sulted and their consent obtained to any material change in the 



SUBSEQUENT CHANGES AND AGBEEMENTS. 45 

original contract which may be mutually agreed on by the 
principals. In default of such reference and consent on the 
part of the sureties, they become discharged from all liability.^ 

Even though the written contract has a clause forbidding 
any oral alteration in it, and declaring that no change shall be 
made in it except in writing, such a provision is void, and the 
contract may be altered by oral agreement notwithstanding. 
This is because in law oral and written agreements are of the 
same class, both being simple or parole contracts, and hence 
are of equal force and effect. An agreement in writing, there- 
fore, b}' the parties, to forfeit their legal rights, does not operate 
to change the law in this respect, and their rights can not be 
forfeited by such an agreement. One of these rights is the 
privilege of modifying the contract by oral agreement. 

Where contracts are illegal except when they are in writ- 
ing, as under the Statute of Frauds, it follows that such a 
written contract can not be modified by oral agreement, since 
this would circumvent the law as applied to such cases. This 
also applies to promissory notes and other commercial paper. 
Oral agreements in regard to them are invalid, as they would 
work injustice to innocent parties. 

Written contracts executed under seal, not required by law 
to be so, may be modified or altered by either written or oral 
agreements, but when this is done the whole contract is reduced 
to the force and significance of a simple or parole agreement, 
and no longer remains a specialty. 

Furthermore this can only be done in the case of a sealed 
contract, when the new agreement or alteration rests upon a 
new and separate consideration. Where the seal is required 
by law, alterations must also be made under seal. If, how- 
ever, all the parties to the original agreement are together, and 
the instrument is changed by the principals who signed and 
sealed it, in the presence of all, and with the consent of all, 
the alterations are valid. 



*See special clause, to be inserted in the bond itself to provide for luch changes, p. 
509. 



46 LAW OP CONTRACTS. 

39. Results of Alterations of the Contract. This 

is one of the most important subjects connected with the execu- 
tion of engineering work. Very seldom is an engineering or 
architectural project constructed strictly in accordance with the 
original plans and specifications. Usually the contract itself 
provides for changes in plans and specifications, and in general 
changes must be made in accordance with such provisions.* 

While the court decisions are extremely various and fre- 
quently directly opposed to each other in their enforcements of 
contracts which have been changed more or less after they have 
been signed, it is thought the following is a fair interpretation 
of the intent of most of the authorities in passing on such cases. 

(a) Changes in the contract will not operate to annul the 
original contract unless such was the plain intent of the parties, 
and so long as any portion of the original contract may fairly 
be construed as remaining in force.! 

(3) In general, every change made in a contract after it 
has been signed, should be based on some kind of a legal con- 
sideration. Thus, if a change is made which involves an addi- 
tion to the cost of the work, it should be accompanied and sus- 
tained by a corresponding increase in the compensation or 
price, or by a corresponding reduction in some other part of 
the work, or by a corresponding accommodation of some char- 
acter in favor of the other party, which may be construed as a 
consideration for the change made. Otherwise the change 
I agreed upon can not be enforced. 

(c) Similarly, if the parties agree to a less performance 
than that required by the contract, unless there be also a corre- 
sponding reduction made in the price, or some other accommo- 
dation to the other party, which may be construed as a consid- 

* One exception to this rule is given in the previous article, where the contract pro- 
vides that changes shall be made only in vtrriting. 

•fit is sometimes expressly stipulated in the original specifications that subsequent 
changes shall not operate to annul those portions of the contract with which these 
changes are not in conflict. 



SUBSEQUENT CHANGES AND AGREEMENTS. 47 

eration, the agreement can not be enforced against the party 
making the concession. He is at liberty to change his mind. 

(</) In such changes as are mentioned in (3) and (c) the 
law will not inquire particularly as to the adequacy of the con- 
sideration, so long as a legal consideration may be shown to 
exist. 

(«) An apparent exception to the above rules of con- 
struction is that in which the original contract provides for 
changes to be made in a specific manner, and without further 
consideration. Thus it is sometimes specified and agreed upon 
that the character of the materials or the methods described in 
the original contract may be changed at the pleasure of the 
engineer or architect, without further consideration. In this 
case any change made consistent with this provision would not 
be regarded as a new contract, but simply as a sort of construc- 
tion of the old agreement. Under such a clause, however, the 
law would not allow a gross injustice to be worked against the 
contractor in the way of violent changes which would greatly 
increase the cost of the work, and which evidently were not 
anticipated by the parties to the contract at the time it was 
signed. 

(J) In all cases where changes have been made in a con- 
tract, if such changes involve an increase in the time required 
for performance, the date of completion of the work fixed by 
the original contract will be extended by the courts for a period 
sufficient to cover the additional time required for the changes 
made. This the courts will do whether such extension of time 
be provided for, either in the original contract, or in the subse- 
quent agreement. 

(^) It is customary to include in the original specifica- 
tions a clause describing the manner in which all changes in 
plans and specifications may be made, and the compensation 
for the same determined. In this case changes in the contract 
must be made in accordance with such provision, and such 



48 LAW OF CONTRACTS. 

changes, when so made, are binding upon the contractor^ 
whether he consent or not. They might operate, however, ta 
release the bondsmen. 

(^) All contracts, except those required by law to be in 
writing, whether sealed or unsealed, can be modified by oral 
as well as by written subsequent agreement, regardless of any 
provision to the contrary in the body of the original contract. 



DISCHARGE OF CONTRACTS. 

40. Methods of Discharge. Any contract entered 
into in any of the methods heretofore indicated may be dis- 
charged and the parties thereto freed from all obligations there- 
under, in any one of the following ways: i. By agreement. 
2. By performance. 3. By impossibility of performance. 4. 
By operation of law. 5. By breach.. 

41. Discharge by Agreement. Any contract which 

has been entered into by mutual agreement may evidently by 
mutual agreement be dissolved. This may be done, (a) by 
a waiver or cancellation, (^) by a substituted agreement between 
the parties, or of the contract, (c) by a condition in the contract 
itself. 

(«) An agreement to discharge the contract must be 
supported by a consideration the same as any other agreement. 
The usual consideration in this case is the mutual release from 
liabilities under the original contract. 

(3) A contract may be discharged by the substitution 
therefor of a new agreement, the consideration in this case 
being as before the mutual discharge of obligation under the 
previous agreement. This new agreement may be either oral 
or written, and it will serve to replace or rescind the previous 
agreement if such were the intention of the parties. This is^ 



DISCHABGE OP CONTRACTS. 49 

true whether the original agreement was a sealed contract or 
simply a parole agreement. If, however, the original contract 
was required by law to be in writing so must also the new con- 
tract which replaces it. 

The rescission of the former contract may be implied, as 
where the terms of the latter agreement conflict with those of 
the old, the later agreement taking precedence and discharging 
the former. The intention to discharge the former, however, 
must be clearly implied from its being the only rational 
* assumption in the premises. 

The contract may be rescinded by the substitution of a 
new party to it in place of one of the original parties. This 
may be done only where all parties to the contract are agreed, 
this agreement being either express, or implied by subsequent 
acts. 

(c) The contract may contain a provision for its own 
discharge on the happening of some event or contingency. 
This contingency may be the nonfulfillment of some specific 
clause in the contract itself, or on the occurrence of some par- 
ticular event, or on the exercise by one of the parties of an 
option to determine it. When the event transpires which 
forms the condition of the discharge, the contract is thereupon 
rescinded. 

Engineering contracts sometimes contain a clause to the 
effect that the work may be stopped at any time with a specified 
notice at the option of the party paying for the same. 

42. Discharge by Performance. The usual method 

of discharging a contract is by each party fully performing the 
duties prescribed for him in the agreement. In this case the 
performance by each party must be strictly in accordance with 
the terms of the contract. 

In engineering work it is seldom that the work is done in 
all details strictly in accordance with the plans and specifica- 



50 . LAW OP CONTBACTS. 

tions, or with such plans as authoritatively modified by the 
engineer. While in law the contract requires a strict and full 
compliance with all the terms of the agreement, yet in equity a 
substantial compliance is accepted in place of a full and com- 
plete performance. Also in equity an imperfect compliance is 
often taken as a discharge of the contract subject to such dam- 
ages as would equitably compensate for the degree of failure 
to fully and completely satisfy the agreement. 

One of the essential requirements of the contract is the 
time specified for the completion of the work, when this is so 
named in the agieement. When no time limit is mentioned in 
the agreement, the element of time is not deemed to be of the 
essence of the contract, but performance will be required 
within a reasonable time. When a specific time or date is 
given for completion, a court of equity will examine as to 
whether the intent of the parties was to determine in a general 
way the time when performance was expected or whether such 
limit was intended to be a specific and essential part of the 
contract. If the former meaning is imposed no relief can be 
had in equity for nonperformance within the specified time. 

43. Performance on Conditional Promises. In 
engineering contracts performance on the part of the owner is 
usually conditioned on a previous performance on the part of 
the contractor. On the other hand, the owner sometimes 
agrees to make payments, for instance, at specified stages of 
the work, in such a way that further performance on the part 
of the contractor may be conditioned on the making of such 
payments at the times specified. Performance may also be 
conditioned in various other ways, as after the lapse of a certain 
time, or upon the occurrence of a particular event or contin- 
gency which may be uncertain, or on the acts of a third party, 
or even on the will of the promisor. In this last case it is 
really no contract at all, so far as the promisor is concerned. 
That is to say, while he can enforce it against the other party, 



DISCHARGE OF CONTRACTS. 51 

the other party can not enforce it against him. Such a case as 
this last is where one party agrees to do work to another's satis- 
faction.* Here the party performing the work is wholly at the 
mercy of the party to be satisfied, and the plea of dissatisfaction 
relieves him from liability.* Evidently no person should place 
himself thus at the mercy of another, unless he can rely implic- 
itly upon the good faith of the other party. 

A common instance of the operation of a "condition pre- 
cedent** with reference to a third party is where a contractor 
binds himself to receive payments on a building or engineering 
work only on the certificate of the architect or engineer. With- 
out such certificate which forms a * 'condition precedent" the 
owner is not obliged to make payment. Before the contractor 
can force the owner to pay him for his work, in the absence of 
such a certificate from the architect or engineer, he must be 
able to prove that the architect or engineer has acted fraudu- 
lently in withholding the certificate, or that he has acted under 
gross mistake, and in bad faith, or has negligently refused to 
honestly examine the work. As this is, of course, very difficult 
to establish, the refusal of the architect or engineer to give such 
certificate commonly acts as a bar to payment under the terms 
of the contract. 

Also where the quality or quantity of the work to be done 
is, by the terms of the contract, to be left to the approval of a 
third person, such as the engineer, his decision in the premises 
is binding upon both the parties. 

The agreement may be conditioned upon a notice being 
given to the promisor, as where the engineer is required to give 
notice to the contractor to begin work at a certain time. In 
this case the proof of having given such notice is necessary to 
the enforcement of the contract. 

44. Discharge by Payment. The discharge of a 
contract by full payment of money due upon it requires no 

* The courts will construe this as meaning a reasonablt saii*facttom» 



52 LAW OF CONTRACTS, 

further comment in this connection. This subject is further 
amplified in the works on the **Law of Contracts,*' but it is 
not necessary to elaborate it here. 

45. Discharge by Tender. When the performance 
of a contract is frustrated or prevented by the act of the party 
to whom the performance is due the offering to perform is 
called a tender. As applied to engineering contracts, if the 
contractor is prevented from performance by the owner, the 
latter subjects himself to liability on a suit for damages sus- 
tained by the contractor by not being allowed to perform. In 
other words, the owner breaks the contract by his refusal and 
subjects himself to a suit for damages, the same as in any other 
case of breach of contract, while the contractor stands released 
from all further obligation under the contract, his tender being 
construed as performance so far as he is concerned. 

46. Kinds of Impossibility Which Will Discharge 
a Contract. An agreement between parties to do what both 
know to be impossible is discharged when their knowledge of 
such impossibility is shown, but where the impossibility is 
known only to one of the parties, he is liable for damages to 
the party to whom it is unknown. 

Where the subject-matter is nonexistent, or has ceased to 
exist, the impossibility of performance results from a mutual 
mistake of fact, and the contract is discharged. 

Where performance is rendered impossible by what is 
called in law *'an act of God or of the public enemy" the party 
so contracting is excused. By **an act of God" as used in law 
as discharging a contract is meant a manifestation of the powers 
of nature over which man has no control, such as fires caused 
by lightning (but not by accident or other cause), winds, 
floods, sickness and the like. In the performance of engineer- 
ing contracts unusual difficulties will not be placed in this cate- 



DISCHARGE OF CONTRACTS. 53 

gory, so long as they are by any possibility under human 

control. 

While as stated above an *'act of God or of the public 

enemy" making performance impossible, will discharge a con- 
tract, yet it must be clearly shown that such *'act of God or of 
the public enemy" did in fact render the performance quite 
impossible, and not simply difficult or expensive. Thus if 
wind, flood, or lightning should destroy a partly completed 
engineering work, if it were possible to re-erect it within the 
time specified, the contractor would be held to full performance. 

47. Kinds of So-called Impossibilities Which 
Will Not Discharge the Contract. '*When a person con- 
tracts to do a given act he pledges himself as having the capac- 
ity to do it, and assumes the risk of being prevented from per- 
forming his contract by obstacles or accidents ; against obstacles 
or accidents that may interfere with performance ^e should frO' 
tect himself by contract. Having presumed generally to do a 
thing he can not allege that difficulties and obstacles prevented 
him from fulfilling his contract, although they did in fact render 
the domg of the thing by him impossible. He is bound to do 
whatever is within the scope of any human being to accom- 
plish." 

From the above which is quoted from Judge Amos Thayer, 
of the United States Court of Appeals, it is evident that if a 
contractor wishes to obtain release from full and complete per- 
formance for certain contingencies, as for instance, inability to 
obtain material, or to place sub-contracts, or to get the sub- 
contractors to comply with their agreement, or to provide 
against labor strikes, whether in the trades or on the railroads, 
or against the inclemencies of the weather which might make 
performance within the time difficult and very expensive, or 
against any other of the extraordinary contingencies which may 
arise to prevent performance except at great loss, he must 
evidently provide protection for himself in the body of the con- 



54 LAW OF CONTRACTS. 

tract. In the absence of such a protection and under a simple 
agreement to perform certain work within a certain time, the 
law will hold him to a strict compliance, so long as such com' 
pliance lies within the realm of human possibility^ regardless 
of expense, 

48. Discharge of Contract by Operation of Law. 

There are various methods by which a contract may be dis- 
charged through the operation of the law, as for instance, by 
merging one contract into another, by a fraudulent alteration 
of the written agreement, by the bankruptcy of one of the par- 
ties, or by death. In the case of the death of one of the parties, 
the contract is discharged only when this is made a condition 
in the contract, or when performance thus becomes impossible. 
It will become impossible when the performance is required to 
be of a personal character, as contracts for services, or such as 
require professional skill, marriage contracts, and the like. 

49. Discharge of Contract by Breach. While 
any material breach of the contract on the part of either of the 
parties furnishes a right of action to the injured party, it is only 
in exceptional cases that such a breach operates to discharge 
fully the other party from his obligations. The contract will 
be discharged as to the injured party by a breuch by the other 
party: 

(a) When one of the parties announces his positive 
renunciation of the contract, whether this be previous to a par- 
tial performance, or after a partial performance. In this case 
the injured party is entirely relieved from further obligation, or 
in other words, the contract is discharged. Suit may at once 
be entered for damages. When the renunciation is only par- 
tial, and does not affect a vital portion of the agreement, the 
contract remains in force, but a suit for damages will lie. The 
injured party is, however, not bound to treat a formal renunci- 



DISCHARGE OF CONTRACTS. 55 

ation as a breach of contract, but may insist on performance 
until the specified time has elapsed. 

(3) By one of the parties making it impossible for him 
to perform his agreement. When this impossibility of per- 
formance comes to the knowledge of the other party, he may 
at once consider the contract discharged, and may enter suit 
for damages. 

(c) By such a failure to perform in case of a * 'condition 
precedent*' or failure which goes so to the root of the matter 
that a recovery of damages would not satisfy the agreement. 
When the performance of one of the parties is clearly made a 
* 'condition precedent" to performance on the part of the 
other, a failure to substantially perform on the part of the one 
operates to discharge the contract as to the other. 

In engineering contracts a "condition precedent*' to the 
final payment on the part of the owner is usually the certificate 
of performance to be given by the engineer or architect, he 
being a third party, and not one of the principals to the agree- 
ment. In this case a failure to give such certificate does not 
operate to discharge the contract between the principals, but 
does excuse the owner from making a final payment unless it 
can be shown that the engineer or architect has failed to per- 
form his duties in this respect. 

In determining whether or not the failure to perform on 
the part of the contractor, for instance, is so vital as to operate 
to discharge the contract entirely as to the owner, and release 
him from all obligation to pay for the work done, we may 
distinguish between divisible and entire agreements. A con- 
tract or agreement may be considered divisible, when a fulfill- 
ment in part is valuable to the other party so far as it goes, and 
when a failure as to a part does not operate to destroy the 
value of the partial performance. Thus a contract to build 
two houses is a divisible contract, since the building of one 
would be a satisfactory performance as far as it goes, and a 



56 LAW OF CONTRACTS. 

failure to build the second would not operate to destroy the 
value of the first ; whereas a contract to build a house is an 
entire contract, since the building would not be serviceable 
until fully completed. 

The degree of failure to perform, as in the case of agree- 
ments by contractors and builders, which will operate to dis- 
charge a contract on the part of the owner, must be determined 
by the court or by a jury. In general any substantial failure to 
perform an indivisible contract will operate to discharge the 
contract. If, however, the work done or goods delivered are 
accepted and used, the law will create a new and implied con- 
tract on the part of the recipient and beneficiary, by which the 
party supplying the service or goods can recover a fair price 
for the same. Such recovery, however, not being under the 
contract or in accordance with its terms. 

A failure in minor details does not, as a rule, discharge 
the contract, but simply furnishes to the other party the right 
to obtain damages to the extent of the failure. It is very 
important to note, however, that such failures which give to the 
injured party only the right to recover damages must be in their 
nature insignificant, and of small relative importance, not in 
any sense going to the root of the matter or affecting the value 
of the parts which have been satisfactorily performed. The 
law is very severe in enforcing agreements literally and fully, 
especially where departures have been made intentionally and 
perhaps against the protest of the other party. In such cases 
even small failures to comply may be considered as a discharge 
of the contract. Where the contractor has evidently acted in 
good faith, much larger failures to perform may be remedied by 
a payment of damages instead of operating to discharge the 
entire contract. 

When a failure to perform pertains to work which must 
either be accepted and used, or removed at great expense, as 
where a structure is built upon the owner's land, if such struct- 



DISCHABGE OF CONTRACTS. 57 

ure fails materially to comply with the terms of the contract, 
such failure to perform will operate to discharge the contract 
without compensation to the contractor, even though the owner 
does accept the work and use it. In this case the owner is 
not at liberty to refuse to accept, since this would involve 
him in great additional expense and delay. It is, of course, 
very different in the case of all kinds of personal or movable 
property. Here a refusal to accept does not involve the owner 
in any additional cost. 

When a contractor has shown indifference, dishonesty, or 
incompetency in the execution of his contract, resulting in a 
material failure to perform, and this work is the building of a 
structure upon land which becomes part of the real estate, the 
owner may not only accept and use the structure without com- 
pensation to the builder, but, in extreme cases, he may even 
decline to allow such builder to reconstruct the work, even 
though he should offer to do so, since the owner thereby has no 
assurance that a second attempt will result any better than the 
first. 

While the law gives to the owner such remedies as those 
stated above, he must be careful not to act in such a manner as 
to imply that he has waived his legal rights in the premises. 
Thus where a contract is to be performed within a given time, 
and the time elapses before complete performance, if the owner 
urges him, or requests him to go on and complete the work, he 
thereby waives his legal remedies for noncompletion within the 
time, so far as a discharge of the contract is concerned. He 
may, however, recover damages for the delay. ' 



58 LAW OF CONTRACTS. 

REMEDIES FOR BREACH OP CONTRACT. 
60. Results of a Breach of Contract. When a 

contract has been broken, or not fully performed, the failure to 
perform may result either (a) in the discharge of the contract 
as described in the previous article, or (3) in a right of action 
by the injured party for damages sustained, or (cr) a right of 
action to enforce specific performance. 

The two remedies by which one either obtains damages or 
enforces specific performance will be discussed in the two fol- 
lowing articles. 

51. Damages for Nonperformance. The foundatio?i 

principle of damages is compensation. Where there has been 
a partial or complete failure to perform, in accordance with 
the agreement, the law undertakes to require the party so fail- 
ing to pay to the injured party such a sum as will cover the 
actual loss in money value which he has sustained on account 
of the breach. When the promise was the payment of a cer- 
tain sum of money, nothing more than this sum with interest 
can be recovered. Where no decided loss in money value can 
be shown, the injured party can recover only a nominal sum. 
That is to say, "a sum of money such as may be spoken of 
but has no existence in point of quantity." 

The leading case in determining the amount of damages 
which can be collected in the United States courts is that of 
Hadley v. Baxendale. In this case the court laid down the fol- 
lowing rules, which have been followed in all the United 
States courts. 

"Where two parties have made a contract which one of 
them has broken, the damages which the other party ought to 
receive in respect of such breach of contract should be : 

(i) Such as may fairly and reasonably be considered as 
arising naturally^ i. e.^ according to the usual course of 
things y from such breach of contract itself 



REMEDIES FOR BREACH OF CONTRACT. 59 

(2) Suck as may reasonably he supposed to have been in 
the contemplation of both parties at the tim^e they made the 
contract^ as the probable result of the breach of it, 

(3) Such as arose out of the special circumstances under 
which the contract was made^ where such circumstances were 
communicated by the plaintiff to the defendant, 

(4) But, if these special circumstances were wholly un- 
known to the party breaking the contract, he, at the most, can 
only be supposed to have had in his contemplation the amount 
of injury which would arise generally , not affected by any 
special circumstances. 

It must be remembered that **damages in an action for 
breach of contract are always by way of compensation, and not 
a punishment, hence the plaintiff can never recover more than 
such pecuniary loss as he has sustained, nor can he recover for 
great disappointment, nor injury to the feelings, or vexation of 
mind, caused by the breach.*'* 

The party who is injured by a breach of contract is 
required to make reasonable exertions to render the injury as 
light as possible, and if he carelessly or indifferently allows the 
damage to be unreasonably large, such increase falls upon 
himself. 

52. Distinction between Liquidated Damages 

and Penalties. t "The parties to a contract not infrequently 
assess the damages at which they rate a breach of the contract 
by one or both of them, and introduce their estimate into the 
terms of the contract. This is perfectly legal, and on a breach 
the sum agreed upon becomes the measure of damages; as, 
for example, a stipulation in a building contract that if the 
building is not completed by a certain day the contractor will 
pay a certain fixed sum for each day or week or month he is in 
default, or an agreement in a contract of sale that a certain 

*Breach of promise of marriage is an exception to this rule. 
tThis article is quoted from Lawson on Contracts. 



60 LAW OF CONTBACTS. 

sum shall be deducted from the purchase price if the quantity 
is not delivered as agreed. These are called '-liquidated 
damages. ' 

*'But the parties in affixing a fixed sum for the nonper- 
formance of his promise by one, or each of them, may have 
intended not to assess the damages at vsrhich they rate the non- 
performance of the promise, but to secure the performance by 
the imposition of a penalty in excess of the actual loss likely to 
be sustained. And in this case, the amount recoverable is 
limited to the loss actually sustained, regardless of the sum 
undertaken to be paid by the defaulter. These are called 
'• penalties, ^ 

"The courts will always construe the contract in harmony 
with the intention of the parties, and without regard to the 
terms used. If the general effect of the agreement shows that 
they intended to provide for a penalty they will restrict the 
recovery to the actual damages incurred although the words 
'liquidated damages' are used in the instrument. So, where 
the parties have used the milder term 'penalty,* courts have 
sometimes held that the stipulated sum was, from the nature 
of the case, to be considered as liquidated damages and recov- 
erable in full. Whether the sum mentioned in an agreement 
to be paid for a breach is to be treated as a penalty, or as 
liquidated and ascertained damages, is a question of law, to be 
decided by the judge, upon a consideration ^of the whole instru- 
ment. Where it is plain that the parties meant the sum fixed 
to be liquidated damages, the courts will not interfere to frus- 
trate that intention, but, if it be doubtful, upon the whole 
agreement, whether the sum named was intended to be a pen- 
alty or liquidated damages, it will be construed to be a penalty, 
it being the tendency of the courts to consider the contract as 
creating a penalty to cover the damages actually sustained by a 
breach, rather than liquidated damages. 



REMEDIES FOR BREACH OP CONTRACT. 61 

"Subject to the principles stated in the last section the 
courts have adopted certain rules of construction, in the case of 
contracts containing promises of this kind ; which are — 

*'i. If the contract is for a matter of certain value and a 
sum is fixed to be paid on breach of it which is in excess of 
that value, then the sum fixed is a penalty and not liquidated 
damages. 

*'2. If the contract is for a matter of uncertain value and 
a sum is fixed to be paid on breach of it, the sum is recovera- 
ble .as liquidated damages. There is *nothing illegal or unrea- 
sonable in the parties, by their mutual agreement, settling the 
amount of damages, uncertain in their nature, at any sum upon 
which they may agree.' 

**3. Where the contract involves several distinct matters 
of various kinds, and one fixed sum is stipulated to be paid for 
any breach, of whatever kind, it is a penalty and not liquidated 
damages." 

53. Recovery for Imperfect or Incompleted 

Work. As stated in Art. 49, recovery can be had under 
a contract for partial performance, when the contract may be 
considered as divisible or severable. That is, where a part of 
the agreement may be entirely fulfilled, while other portions 
remain unfulfilled. In this case, however, while the party in 
fault may recover damages for the work done, or goods deliv- 
ered under the divisible contract, he is always liable for such 
damages as can be shown to have resulted from his failure to 
completely perform his agreement. 

When the contract can not be considered divisible, but 
must be looked upon as one and entire, recovery can not be 
had for anything short of a substantially complete performance. 
That is to say, a substantially incomplete performance dis- 
charges the contract entirely, as stated in Art. 49, and even 
when the performance is sufficiently complete to prevent dis- 
charging the contract, so that recovery can be had for the 



62 LAW OF CONTEACTS. 

work done, the owner may still enter a claim for damages for 
each and every particular in which the performance has been 
incomplete. Here again if the default is shown to be a willful 
neglect or refusal to comply, the law is construed much more 
severely than for mere oversights. 



SPECIFIC PERFORMANCE. 
54. General Rule as to Specific Performance. 

Suits to enforce specific performance can not always be main- 
tained, for actions can be brought at law for such damages as 
may be shown to have resulted from a breach of the contract, 
or from a total failure to perform. It has been customary, 
however, to allow specific performance to be enforced in cer- 
tain cases where suit is entered in a court of equity, but even 
in equity specific performance will not be enforced where a 
payment of damages will put the plaintiff in as good a position 
as if the agreement had been actually performed. Also if an 
action for damages would not lie, neither would an action for 
specific performance. In a case in equity, however, many 
considerations will be taken account of, in the way of meting 
out justice to the parties, which could not be considered in a 
case at law upon the terms of the contract itself. 

Where specific performance is ordered by a court of 
equity, the same court will, if necessary, enforce its decree 
either by a mandate enforcing the performance named or by 
an injunction to prevent the doing of the contrary. 

Since the parties to an engineering agreement can, as a 
rule, be fully compensated for a failure to perform on the part 
of either, by a recovery of damages, specific performance can 
not ordinarily be enforced, and hence this subject will not be 
further discussed in this connection. 



DISOHAEGE OF BIGHT OF ACTION. 63 

DISCHARGE OP RIGHT OP ACTION UNDER A 

CONTRACT. 

65. The Right of Action. Upon any breach of a 
contract there arises in favor of the injured party a legal right 
of action for compensation. *'This right of action can then 
not be discharged by any payment or performance, or tender 
of payment or performance, by the promisor, without the con- 
sent and acceptance of the promisee ; for the promisee, after 
breach, becomes entitled to the compensation or remedy pro- 
vided by process of law, and is not bound to accept any tender 
or offer made in satisfaction of his legal rights." This right 
of action can only be discharged in one of the following four 
ways: (a) By a Release ; (^) By an Accord and Satisfaction ; 
(c) By a Judgment; (^) By Lapse of Time. 

(a) A Release of a legal right of action consists in a vol- 
untary agreement to discharge a claim, and is only valid when 
supported by a consideration or when executed under seal. 
Otherwise it is a mere unsupported promise which binds no 
one. But a voluntary delivery to the debtor of the evidence of 
a debt, as of a note or bond, or the destroying of the same, 
with the intention of discharging the debt, does operate as a 
a release. A release of one of several debtors, jointly, or 
jointly and severally, liable for the same debt, releases all. 

(^) Release by Accord and Satisfaction consists in an 
agreement on the part of the creditor to accept something in 
satisfaction of his claim, accompanied by the delivery or per- 
formance of what has been agreed upon. Here the execution 
of the agreement is the satisfaction referred to in the phrase 
**accord and satisfaction," the agreement to accept this being 
the accord. It should be noted that the right of action is not 
discharged until this agreement or *' accord** is fully executed 
when '^satisfaction'* has been rendered. 



64 LAW OF CONTRACTS. 

(c) Release by a Judgment. Evidently a judgment 
obtained through a suit at law in favor of the plaintiff dis- 
charges all further right of action against the defendant in the 
case so adjudicated. His former right is now merged in 
what is called a contract of record, and this is discharged by 
the payment of the judgment, or by such satisfaction as can be 
obtained by process of execution. An adverse judgment 
against the plaintiff does not discharge the obligation or right 
of action unless this adverse judgment was rendered on the 
merits of the case. Of course any judgment may be set aside 
by the court- in which it is rendered, or set aside by a higher 
court, in which case judgment may be entered in favor of the 
other party if so ordered, or, the parties may be remitted to their 
original positions. 

{d) The discharge of right of action through Lapse of 
Time is in virtue of certain statutory limitations providing that 
after the lapse of a certain period of time, which is different for 
different kinds of contracts, the right of action under the con- 
tract ceases to exist, and is said to have been discharged by 
lapse of time. Even in the absence of any statutory provision 
the courts will not allow a case to be opened on a contract 
which has long stood as a dead letter. In the common law the 
period of time which bars the right of action is commonly 
twenty years. This will apply even to sealed instruments, and 
for parole agreements this time will be shortened and dis- 
charged by payment presumed for shorter periods. 

It must not be understood, however, that the courts will 
allow either party to an agreement to benefit through lapse of 
time from a fraudulent contract, although the lapse of an 
unreasonable time before suit is entered by the defrauded party 
will have the effect of affirming the contract. In other words 
the law reasonably requires that in case of either fraud or 
breach of contract a prompt recourse to the courts shall be had. 



DISCHARGE OF EIGHT OF ACTION. 65 

56. Removal of Statutory Bar to Right of Ac- 
tion. While statutes of limitation are a bar to a right of 
action or recovery in the courts, they do not act to extinguish 
the claim, and hence notwithstanding the time in which suit 
may be entered has elapsed, the right of action may be revived 
by (a) a promise to pay the debt; (^) a subsequent acknowl- 
edgment of the debt; or (c) a part payment of the debt. 
In other words, any acknowledgment on the part of the debtor 
of the existence and legitimacy of the claim, after the right of 
action has been barred by the statute of limitations, serves to 
revive the claim for another like period. This acknowledg- 
ment of the existence of the debt, in order to serve to revive its 
legal status is not merely a recognition of the fact of the debt, 
but must consist in an agreement to pay the debt. 

After such a removal of the bar to the right of action, suit 

may be entered upon the original contract by showing that the 

claim has been revived by the free act of the debtor. In other 

words, the debtor has here waived his legal rights of defense, 

and such a waiving of his rights does not require a consideration 

to support it, as was shown in Art. 27^ 
5 



PART II. 

General Clauses in Engineering Speci- 
fications and Accompanying 
Documents. 



67. General Considerations. Nearly all the works 

designed by engineers and architects are executed by other 
parties called contractors. The contractor usually buys all the 
materials and furnishes all the labor required in the execution 
of the work, as designed, and he agrees to do this within a 
stated time and for a fixed sum. To insure his doing this sat- 
isfactorily certain written documents are prepared and signed 
by both parties, that is to say, by the man, company, or corpo- 
ration having the work done and who is to pay for the same, 
and by the contractor, or the man, company, or corporation 
who does the work and furnishes the materials. 

Standing between these two parties to an agreement is the 
engineer or architect who has planned the work and who 
usually superintends its execution and assists in the final settle- 
ment between the parties to the agreement. Although paid by 
the party having the work done he occupies a judicial and not a 
partisan position and he is expected to act justly and fairly 
towards both parties. 

In order that there shall be no misunderstanding in regard 
to the intentions of the designer, plans are usually drawn show- 
ing the general and detail features of the work, and accom- 
panying these there is a written description of the work, of the 

materials to be used, of the time and manner of the payments, 

66 



ADVERTISEMENTS. 67 

etc. This document is called the specifications. The draw- 
ings and this description are then referred to as the flans and 
specifications. 

In order to get open and general competition in doing the 
work a date is set on which bids will be received, and blank 
forms of proposals are prepared by the engineer which can be 
filled out by the bidders^ and notices or advertisements are 
inserted in the papers and in the engineering journals calling 
the attention of contractors to this public letting. These and 
other accompanying documents will be discussed in the order 
of their sequence in actual practice. 



ADVERTISEMENTS. 

58. The advertisement should be as short as possible 
to contain the necessary information, in order to save expense. 
It should usually contain the requisite information on the fol- 
lowing subjects: 

(i) A title indicating the kind of work to be done. 

(2) Place, date, and hour of opening the bids. 

(3) Person, company, or corporation letting the work. 

(4) An adequate description of the work, with especial 
reference to the kind and quantity (or cost) of work to be done. 

(5) Conditions of payment, if these are peculiar. 

(6) Instructions as to where to obtain plans, specifica- 
tions and blank forms of proposals. 

(7) Statement as to amount of cash or of certified check 
or of bond to accompany the bid. 

(8) A reservation of the right to reject any or all bids. 

(9) Any other peculiar feature, as the letting of the work 
in parts or as a whole ; bids to be received only from experienced 
contractors, etc. 



68 GENEEAL SPECIFICATIONS. 

69. The Theory of Advertisements. The object 
of the advertisement being to secure as large a competition as 
possible from responsible bidders, it follows that the informa- 
tion conveyed in it should be such as not only to attract the 
attention of such parties, but such as would enable them to 
decide whether or not it would be worth their while to submit 
a bid. A promment title indicating the general character of 
the work would serve to attract the attention of contractors 
engaged in that line of work. It is a common practice to omit 
this title, with the result that one is obliged to read nearly the 
entire advertisement, which is usually printed in small type, 
before he can learn what the nature of the work is. It is usual 
also to announce that the proposals or bids which are to be sub- 
mitted shall be sealed, with the implied understanding that these 
seals are not to be broken until the bids are opened at the place, 
date, and hour named. This is for the purpose of preventing col- 
lusion and fraud. In other words the bids are to remain secret and 
unknown except to the bidders themselves until the hour arrives 
for opening them. It is also customarj' to state that these bids 
or proposals shall be opened in the presence of the bidders, in 
other words at an open meeting of the board, or committee, or 
corporation, or council. To this meeting all persons are free 
to come and see the bids opened, and to hear them publicly 
read, with the privilege of taking down the prices named if 
they choose. 

The description of the work included in the advertisement 
should be sufficient to enable the contractor to decide whether 
or not it was of such a character as he w^ould be willing to 
undertake, and also sufficient to enable him to determine the 
amount of work to be done, and the time required to perform 
it, as well as the probable approximate cost of the same, and 
the amount of capital required to successfully prosecute it. 
The advertisement should also indicate whether or not the 
work would be let in parts or only as a whole. If it may be 



ADVEETISEMENTS. 69 

let in parts, the advertisement should indicate what the lines of 
division are, so that one might know what parts he was at lib- 
erty to bid upon. It is customary to pay for contract work od 
monthly estimates of the engineer, reserving from each month's 
estimate of the worth of materials furnished and work done twenty 
or twenty-five per cent, until final completion. This enables the 
contractor to carry out the work without having the requisite 
capital to complete the work with his own means. If the con- 
ditions of payment are to be other than this, thus making them 
unusual and peculiar, such conditions should be stated in the 
advertisement. 

Having drawn the attention of contractors to the work 
and given them the necessary information to enable them to 
decide whether or not they would wish to submit bids upon the 
same, it remains to give them such information as may be nec- 
essary to enable them to procure promptly the necessary plans 
and specifications, the blank forms of proposals, and informa- 
tion as to the amount and kind of guarantee which they must 
submit with their bids to have them considered. 

60. The Guarantee. The object of the guarantee is 
always to insure that the successful bidder, or the party who is 
given the contract, will sign the contract for doing the work 
and furnish the requisite bond for faithful performance. In 
other words this guarantee is simply an assurance of his good 
faith and honest intentions in submitting his bid, and it is cus- 
tomary to make it consist of cash or the equivalent of cash in 
the form of a bank check duly certified by the bank as being 
receivable for the amount stated. This check is to be made 
payable to the party letting the work, or his agent, and is to be 
forfeited to such party in case the bidder fails or refuses to 
enter into a contract for the performance of the work after the 
award has been made to him. The deposits made by the 
unsuccessful bidders are, of course, immediately returned to 
them, and that of the successful bidder is held until he has 



70 GENEEAL SPECIFICATIONS. 

entered into a contract as above stated, after which it is also 
returned to the owner. Sometimes it is considered a hardship 
for the bidders to have to make this cash deposit in submitting 
their bids, in which case the bidders are asked to furnish a 
bond or guarantee signed by parties known to be responsible, 
binding themselves in a stated sum, which sum they agree to 
pay if the bidder named therein fails to enter into a contract for 
the faithful performance of the work.* Some such guarantee 
as this should always accompany every bid received in open 
competition. While this might not be necessary for men of 
known business integrity, yet in an open competition bids will 
be received from strangers, and without this kind of an assur- 
ance of honest intention the successful bidder will often refuse 
to enter into a contract on the basis of a bid. In this case the 
handing in of a bid would involve no financial responsibility, 
and hence bidders might carelessly submit bids without having 
taken due precautions to determine the cost of the work, and 
hence might have made a price altogether too low and one 
which would involve serious losses on their part if they would 
undertake to carry out the work for the sum named. In case 
such a party should receive the award and then after more 
careful investigation learn that the work could not be per- 
formed for the price named in the bid he would decline to enter 
into a contract and the letting would have to be made over again. 
This would necessitate readvertising the work, and a consider- 
able delay, in addition to some cost. It is desirable therefore 
always to require a certain guarantee of good faith which shall 
accompany the bid itself, and which shall involve considerable 
loss to the bidder if he declines to enter into a contract in case 
the work is awarded to him. 

61. Right of Rejection. It is well always in the 
advertisement to reserve the right to reject any or all bids, for 

*Or the agreement may be to pay the difference between the price named and the 
contract price for which the work may finally be let. 



ADVEETISEMENTS. 71 

if this is not done the fair inference is that the contract will be 
let to the lowest bidder. In some instances, when the work is 
done under state or city auspices, the law may require that the 
contract shall be let to the lowest bidder if let at all. In this 
case the advertisement should state that *'the right is reserved 
to reject all bids," since if parties should not choose to let the 
work to the lowest bidder their only recourse would be to reject 
all the bids and advertise the work again. If the parties letting 
the work are not bound by this legal requirement, and if they 
have reserved the right **to reject any or all bids" in the 
advertisement, then they are at liberty to let the work to any 
of the bidders without subjecting themselves to a charge of 
unfairness. It must be admitted, however, that if the work is 
not let to the lowest bidder, the parties letting the work subject 
themselves to invidious criticism, and they should have very 
good and satisfactory reasons which they are willing to produce 
in defense of their action, in order to clear themselves from 
blame before the various parties interested in the letting of the 
work. 

62. Illustrative Examples. The following adver- 
tisements have been selected from the current journals as fairly 
embodying in suitable form the requirements as above stated. 
The student should note the terse and condensed style of these 
advertisements in which the greatest possible amount of valuable 
and required information is given clearly but in the least possi- 
ble space : 

Celina, Ohio, Water-Works — Notice to Contrac- 
tors. — Sealed proposals will be received by the trustees of the 
water-works of the village of Celina, Ohio, up to 8 o'clock p. 
M. of the loth day of April, 1895, for furnishing the materials 
and constructing a system of water-works for said village. 

There will be required about 773 tons of cast iron pipe ; 
about 18 tons of special castings; 10 1 fire hydrants; 76 valves 
and boxes; brick pumping station and chimney; 2 pumps of a 
combined capacity of two million gallons per day; 2 boilers; 
a steel stand-pipe 16 feet in diameter and 125 feet high, etc. 



72 GENEBAL SPECIFICATIONS. 

Bids will be received for furnishing any of the materials 
above or for constructing the works complete. Proposals must 
be addressed to the Secretary of the Water-Works Trustees, 
Celina, Ohio, and must contain a certified check or its equiva- 
lent, made payable to said secretary in an amount equal to two 
(2) per cent, of the amount of the bid. 

Plans may be seen and specifications and blank form of 
proposal procured at the office of the trustees, Celina, Ohio, or 
at the office of the engineers, , Buffalo, N. Y. 

The right is reserved to reject any and all bids. 

, Pres., 

, oec*, 



Trustees of the Water- Works, Celina, Ohio, 
, Buffalo, N. Y., Engineers. 



Proposals for Iron Lathing and Area Gratings. — 
Office of Building of Library Congress, 145 East Capitol 
street, Washington, D. C, November 12, 1894. — Separate 
sealed proposals for furnishing, delivering, and putting in place 
complete the iron furring and lathing required for the ceilings, 
partitions, etc., in the first, second, and attic stories, and for 
the iron gratings and tile lights required for the areas of the 
Building for Library of Congress in this city, will be received 
at this office until 2 o'clock p. m. on Tuesday, the 27th day of 
November, 1894, and opened immediately thereafter in presence 
of bidders. Specifications, general instructions and conditions, 
and blank forms of proposal may be obtained on application to 

this office. , 

Superintendent and Engineer. 



Notice to Sewer Contractors. — Sealed proposals for 
building about four (4) miles of pipe sewers in sections 7 and 
8 of the Medford sewerage system will be received by the com- 
missioners of sewers at their office until 4:45 p. m., Saturday, 
March 30, 1895. All proposals must be on forms furnished by 
the city and accompanied by a check of five hundred (500) 
dollars drawn on some national bank, and made payable to the 
treasurer of the city of Medford. Some approximate quantities 
are as follows: 20,477 ^^^' ^^' °^ P^P^ sewer; 18,081 cu. yds. 
of earth excavations of all depths ; 67 manholes aggregating 
578.2 vert. ft. Bricks, pipe, cement, and iron work will be 
furnished by the city. Plans may be seen, specifications and 
forms of contract and proposals may be obtained at the office 
of the commissioners. Each bidder is required to make a 
statement indicating what sewer work he has done, and to give 
reference that will enable the board to judge of his business 



ADVEBTISEMENTS. 73 

standing; and no bid will be received in case the bidder has 
not looked the work over on the ground. The commissioners 
reserve the right to reject any or all bids, if they deem it to the 

interest of the city so to do. , 

Chairman Commissioners of Sewers. 
, Engineer, Medford, Mass., March i8, 1895. 



The following advertisements are given as examples of 

extreme brevity, but since they appeal to a particular class of 

contractors, accustomed to do such work, they perhaps convey 

all the information really necessary to give in the advertisement: 

To Builders. — Office of the Light-House Engineer, 
Eighth District, New Orleans, La., March 20, 1895. Pro- 
posals will be received at this office until 2 o'clock p. m., Wed- 
nesday, the ist day of May, 1S95, for furnishing the materials 
and labor of all kinds necessary for the construction, erection, 
and delivery of the buildings for the Brazos River Light Sta- 
tion, Texas. Plans, specifications, forms of proposal, and 
other information may be obtained on application to this office. 
The right is reserved to reject any or all bids, and to waive any 

defects. , Major, Corps of Engineers, U. S. A., 

Light-House Engineer. 



Office of Engineer, Ninth and Eleventh Lighthouse 
Districts, Detroit, Mich., March 25, 1S95. — Sealed proposals 
will be received at this office until 3 o'clock p. m. of Monday, 
the 15th day of April, 1S95, for furnishing seven skeleton iron 
towers for Hay Lake Channel, St. Mary's River, Mich. 
Plans, specifications, forms of proposals, and other information 
may be obtained on application to the undersigned. The right 
is reserved to reject any or all bids, and to waive any defects. 

, Major Corps of Engineers, U. S. A., Lighthouse 

Engineer. 



Office of the Commissioners, D. C, Washington, D. 
C, March 28, 1895. — Sealed proposals will be received at this 
office until 11 o'clock a. ^m., April 5, 1S95, for grading and 
regulating streets and roads. Blank forms of proposals, 
specifications and all necessary information may be obtained at 
this office. , , , Commis- 
sioners, D. C. 

U. S. Engineer Office, 537 Congress street, Portland, 
Me., March 4, 1895. — Sealed proposals for dredging in Har- 
risseckit river, Me., and Bellamy river, N. H., will be received 



74 GENEBAL SPECIFICATIONS. 

here until 3 p. m., Monday, April 15, 1895, and then publicly 

opened. All information furnished on application. 

, Major Engineers. 



Proposals for Construction of dams and shore protec- 
tions on Upper Mississippi river, between Muscatine, Iowa, 
and New Boston, 111. U. S. Engineer Office, Rock Island, 
111., March 16, 1895. Sealed proposals will be received here 
until 2 p. M., April 15, 1895, and then publicly opened. All 
information furnished on application. 



U. S. Engineer Office, Boston, Mass., Feb. 25, 1895. 
Sealed proposals for dredging in "The Narrows," Boston 
Harbor, Mass., will be received here until noon, April 2, 1895, 
and then publicly opened. All information furnished on appli- 
cation. , Lt. Col. Eng'rs. 



INSTRUCTIONS TO BIDDERS. 
63. Preliminary Information. A description of 

many of the general conditions of the work and of the manner 
of letting it may well be grouped together and printed in con- 
nection with the blank forms of proposals. This information 
is usually placed under the title of "Instructions to Bidders." 
A fair sample of such preliminary information is given below. 
All of this information might be, and often is, embodied in the 
specifications themselves, but they are here separated for 
greater clearness in the analysis of the various documents 
involved in the letting of an engineering contract: 

INSTRUCTIONS TO BIDDERS. 
for a water-works system at the u. s. military post at 

fort RILEY, KAN. 

I. No bids will be received for any part of the work 
herein described from parties who can not show a reasonable 
acquaintance with, and preparation for, the proper performance 
of the class of work for which the bid is submitted. Evidence 
of such competency must be furnished if desired. 



INSTBUCTIONS TO BIDDERS. 75 

2. Proposals must be made on the blank forms to be 
obtained at this office. 

3. Bids will be received as follows : 

First, On wells and connections complete to the wall of 
the pump pit. Bidders will state methods which they propose 
to use in sinking wells. 

Second. On boiler, coal and dwelling house, pump pit 
and reservoir with roof complete. 

Third. On all machinery including boilers, furnaces, 
stack, concrete floor in boiler and coal house, pump, connec-. 
tions, suction and discharge pipes to the outside of pump pit 
wall, benches, tools, etc. Bidders must state what kind of 
pump they propose to furnish. 

Fourth. On the pipe system, complete with hydrants 
and valves, and to include the following items: 

(a) Price per foot for eight (8) inch mains. 

(3) Price per foot for six (6) inch mains. 

(c) Price per foot for four (4) inch mains. 

These items are introduced to cover any slight variations 
in lengths over or under the amounts herein specified, and con- 
tractors hereby agree to such extension or reduction at the 
prices named. 

Bidders may make in addition to the above a bid for the 
entire work complete. 

4. Each proposal must be accompanied by a written 
guaranty in the sum of $2,000 (executed strictly in accordance 
with the printed instructions, and upon the blank forms fur- 
nished under this circular), signed by two responsible persons, 
to the effect that if the proposal is accepted wnthin sixty days 
from the date of the opening of the proposals, the bidder will, 
within ten days after being notified of such acceptance, enter 
into a contract and give bond with good and sufficient sureties, 
and that in case of failure of the bidder to enter into contract 
and give bond, they will pay the difference between the amount 
of his bid and the amount for which contract may be made 
with another party.* 

5. The amount of the penalty of the bond to be furnished 
by the contractor will not be less than one tenth nor more than 
the full sum of the consideration of the contract. 

*Id place of this it is more common to require the bid to be accompanied by a 
certified check (or cash) for a specified sum, to be forfeited in case the bidder fails to 
enter into contract if the work is awarded to him. 



76 GENERAL SPECIFICATIONS. 

FORMS OF PROPOSALS. 
64. The Object of Blank Forms of Proposals. In 

order to insure that all the bidders shall submit their proposals 
on exactly the same items and estimate prices in the same units, 
it is necessary to prepare printed blank forms to be used by all 
the bidders, these forms being complete in all respects except the 
prices and the names of the bidders. So important is it to have 
the bids exactly comparable in all respects that it is customary 
to reject all bids not made out on these printed forms as well 
as all bids which, though made on the printed forms, have 
changed the conditions of the same in any particular, either by 
erasures, interlineations, or additional conditions. If the bid- 
der desires to submit a proposition in a different way or with 
other conditions than those stated in the printed form he should 
submit his bid on the printed form without correction or change 
and then append to his bid an auxiliary paper embodying such 
changes as he would wish to make, and the price he would 
submit if these changes were agreed to. In this way he com- 
plies strictly with the requirements by submitting a bid which 
is regular in every respect, and in addition submits what is 
practically another bid on a modified basis. While the modi- 
fied bid is, of course, irregular, and would not be considered in 
conjunction with the regular bids, it would give to the parties 
letting the contract the information which he desires them to 
have, and states the modifications which he would agree to if 
the bid were let to him on the basis of his formal and regular 
proposal. The work might then be let to him on the basis 
of his valid proposal, with the expectation of making the 
terms in the final contract in accordance v^rith the bidder's 
amended proposition. If the parties letting the contract, how- 
ever, should not choose to do this, the bidder would still be 
bound by his formal or regular proposal. The importance of 
making the bids strictly comparable in every respect is so very 



FORMS OF PROPOSALS. 7T 

essential to fair and intelligent treatment of the bidders them- 
selves, and so necessary in order to determine which is really 
the lowest bid, that the practice of preparing and supplying 
such blank forms of proposals should always be followed. 

65. Mannerof Letting the Work. Before such forms 

can be prepared, however, several questions must be decided, 
among which are the following : 

1. Shall the work be let as a whole, or shall it be let in 
parts. 

2. Whether let as a whole or in parts, shall bids be 
received for fixed sums for the whole or for the several parts, or 
shall they be received on a basis of certain suitable units of 
measurement. As, for instance, per cubic yard, as for earth 
work, per perch for masonry, per pound for iron work, per 
square yard for street paving, per mile for railroad rails and 
ties, or per lineal foot for water pipe or sewers, etc. 

3. Shall the work be let in such a way as to involve the 
payment of a bonus or additional sum for the performance 
above that required, and a corresponding reduction in price for 
a failure to meet the requirements. 

4. Shall the work be let for a certain price for the origi- 
nal construction, and a certain price per annum for maintenance 
for a given period. 

5. Shall the contractor be required to furnish all materi- 
als and perform all the labor, or shall the principal purchase a 
portion or all of the material and turn it over to the contractor 
for use in the construction of the work. 

66. Contract Let as a Whole or in Parts. Some 
of the considerations in. favor of letting work as a whole rather 
than in parts are: 

(a) By this means one man or company alone is respon- 
sible for the faithful performance of the work both as to quality 
and as to time. This prevents a division of responsibility 



78 GENERAL SPECIFICATIONS. 

which is always bad, and in the case of carrying out contract 
work is often the cause of failure to have the work completed 
within the time specified, without being able to locate the 
responsibility for such delay. Where there are several con- 
tractors upon the same piece of work, each may so stand in the 
way of another that the work may be greatly delayed, and yet 
each one of the several contractors may have a reasonable 
defense which would shield him from personal liability. 

(^) When there is but a single contractor the business is 
concentrated so that the work of the engineer or of the inspec- 
tors is greatly lessened from having to deal with one man 
instead of many separate contractors. 

(c) When several contractors are engaged upon the same 
work it is difficult for them so to plan their parts, in time, as to 
avoid a certain amount of delay where the work of one is 
dependent upon antecedent work of another. When the work 
is done by a single contractor he can arrange to avoid such 
delays as are almost necessarily incident to the working of sev- 
eral contractors in sequence. 

(fl?) When the work is such as is commonly let in a single 
contract, or in other words, when bids can be received from 
parties who have been accustomed to carry out all parts of such 
a work, it is usually more economical to let the work in a single 
contract than it is to let it in parts. In the former case there is 
but one man to reap a profit from the construction, whereas if 
let in parts, each contractor must, of course, make his estimate 
in such a way as to allow himself a reasonable profit. 

Some of the arguments in favor of letting the work in 
parts are: 

(«) The project may involve constructions of such differ- 
ent kinds as to make it impracticable for one contractor to 
undertake the entire work. In this case the letting in parts is 
necessary to a skillful performance. 



FORMS OF PROPOSALS. 79 

(3) Where there are local parties who are competent to 
execute portions of the work, but not the whole, and who are 
anxious to bid upon such portion, it may be wise to let the 
work in parts provided it is reasonably certain that competitive 
bids can be received on all the parts. Even in this case it is 
desirable also to receive bids upon the whole work, so that when 
the bids are opened it will appear which is the more economical 
method of letting. Even when it is reasonably certain in 
advance that the contract will be let as a whole it is often wise 
to receive bids on the parts in order to satisfy local demands, 
and to avoid invidious criticism and public detraction. This is 
especially true in the case of public works, if the local bidders 
who wish to submit proposals on parts of the work, but who 
would be incompetent to bid upon the whole, are shut out by 
receiving bids only upon the entire project. 

67. Contract Let for a Fixed Sum or per Speci- 
fied Units. When the work to be performed under a contract 
is perfectly definite as to quantity, it is best to let the contract 
for a fixed sum. When either the quantity of work to be done 
or the quality or kind of material to be encountered, as in exca- 
vations, is more or less unknown and indeterminate, it is 
necessary to let such parts of the work at least, in terms of 
some suitable unit of measurement. Thus in the case of exca- 
vation, the kind of material which will be encountered is always 
more or less uncertain, and the quantities to be moved are 
usually undetermined in advance. In various other lines of 
work, also, the exact quantities are not measured or computed 
in advance of the construction, so that in all such cases it is 
necessary to let the work per unit of measure. It is often 
wise, however, to assume a certain definite amount of work of 
each kind to be performed, and let the contract for a fixed sum 
on the basis of this assumption, providing for variations from 
these amounts in the blank form of proposal by requiring the 
bidder to state not only a fixed sum for the assumed total, but 



80 GENEBAL SPECIFICATIONS. 

also a price per unit of measure, in accordance with which the 
quantities assumed as the basis of the bid may be either 
increased or diminished, it being understood, however, that the 
quantity stated is approximately the amount of work to be 
performed. In this way it becomes known in advance about 
what the work is to cost, and if the quantities are changed 
somewhat these changes do not become a source of contention 
between the parties. 

In choosing the units of measure which shall serve as the 
items to which prices are to be affixed by the bidders, it is 
necessary to select and describe these units in such a way that 
they can not be misunderstood ; thus in masonry it is better to 
use the cubic yard as a unit rather than the perch, since this 
latter has different values in different localities. Also it should 
be clearly defined in the proposal itself in what way these 
measurements should be taken, as, for instance, in masonry^ 
whether all openings should be excluded, and in tunnel exca- 
vation that the measurement should include only the material 
excavated inside the given sectional boundaries, and in water 
pipe on which bids are received per foot in length for the 
various sizes, that the measurements should be taken on the 
center lines of such pipes, after they are laid, etc. Also in the 
case of the furnishing of materials, machinery, and appliances, 
the printed proposal should indicate where the material is to be 
delivered and whether or not the machinery is to be erected. 
The failure to make the proposal clear in these and other 
minor particulars is often the cause of serious disagreements^ 
provoking delays, and sometimes of considerable expense. 

68. Contract Involving a Specific Performance. 
When machinery is purchased on the basis of a specific per- 
formance, as in the case of pumping engines, steam boilers, 
steam ships, and the like, where a specific performance is made 
the basis of the contract price, it is customary and proper to 
provide for specific additional sums for stated percentages of 



FOEMS OF PKOPOSALS. 81 

excess of performance over and above that which forms. the 
basis of the bid, and also for stated deductions from the con- 
tract price for given percentages by which the performance 
fails to meet the standard. In this way the contractor is fairly 
paid for accomplishing more than he agreed to, and the pur- 
chaser obtains a fair reduction in price for any failure to reach 
the agreed standard. When a specific performance is made 
the basis of a contract without these agreed premiums and dis- 
counts, the purchaser is at liberty to refuse to accept the work 
at any price, in case of even a partial failure to meet the speci- 
fied requirements; while, on the other hand, if the contractor 
has far exceeded the specifications, he gets no benefit whatever 
for the enhanced value of the product. A specific perform- 
ance, therefore, when made the basis of the acceptance of a 
piece of contract work without these provisions for premiums 
and discounts is a very onesided and unfair contract, and its 
use should be discouraged by engineers. 

In all cases where a specific performance is made the basis 
of a contract price, the conditions of this performance should 
be so clearly stated in the specifications, and the nature of the 
tests to determine this performance so distinctly described that 
no misunderstanding could arise when the time comes for mak- 
ing these tests. These descriptions belong in the specifications 
rather than to the proposals. 

69. Contract Including Maintenance. In the 
case of street pavements, especially where the material is new 
or untried, it is common to require the contractor to maintain 
it for a given period, at a stated price per annum. In this case 
this maintenance price must also be provided for in the pro- 
posal, as well as the price charged for first cost. 

70. Contract for the Work Only. It is often wise 
for the principal to purchase materials himself which shall be 

6 



82 GENERAL SPECIFICATIONS. 

used by the contractor in the carrying out of the work. Thus 
the principal may wish to use a particular kind or quality of 
material which he does not wish to describe specifically in the 
specifications, or which, if descl^ibed, he can not well assure 
himself that the contractor will furnish. Especially is this the 
case with such materials as can not be clearly identified by 
ordinary methods of inspection ; as, for instance, various kinds 
of paints, cement,, iron and steel, paving brick, besides a great 
number of specialties in the line of manufactured articles and 
machines. Or, the contractor may not be able to purchase this 
material on as favorable terms as the principal, because of the 
greater risk involved in the sale of this material when the con- 
tractor must be looked to for payment. Thus, when the bid- 
ders are informed that the principal will furnish materials 
which would otherwise cost the contractor large sums of 
money, many contractors of small means would be encouraged 
to bid upon the work, who otherwise would not be able to 
handle it. For these and other reasons, therefore, it is fre- 
quently wise for the principal to purchase the material and turn 
it over to the contractor for use in the work. 

71. Proposal for Building a Dam, Spillway, 
Levee, Outlet Tunnel, and Overflow Chamber. 

To THE First New Mexico Reservoir and Irrigation Co., 
RoswELL, New Mexico. 

Geiitlemen: — The undersigned propose to do all the work 
and furnish all of the material in accordance with the printed form 
of contract and specifications, a copy of which is herewith 

annexed, and bind , on the acceptance of this proposal, 

to enter into and execute a contract in the form of said enclosed 
specifications and contract for the execution of said work at the 
prices named below, to wit: 
Excavation : 

{a) Earth, including all forms of soil, or clay, per cubic 

yard . 

(^) Gravel and sand, including all forms and combina- 
tions of these materials, per cubic yard . 

(c) Loose rock in open cut, including all kinds of loose 
rock not requiring blasting, per cubic yard 



FOKMS OF PKOPOSALS. 83 

(d) Solid rock in open cut, including all kinds of rock 
requiring blasting, per cubic yard . 

(e) Rock in tunnel, including all tunnel work to the 
outer line of the lining wall, if such be required, other- 
wise to the lines of the drawings, per cubic yard . 

{a) Earth, clay, gravel or sand, not rolled, per cubic 
yard . 

(6) Same materials spread in courses and rolled dry, per 
cubic yard . 

(c) Same materials spread in courses, dampened and 
rolled, per cubic yard . ^ 

{d) Same materials spread in courses, pulverized, har- 
rowed, wet down and rolled thoroughly, per cubic 
yard . 

(e) Clay and gravel mixed in layers, harrowed, wet 
down and rolled thoroughly (clay puddle), per cubic 
yard . 

(/) Loose rock dumped or thrown in as in temporary 

dam, per cubic yard . 

(^) Rip rap laid on face of dam, per cubic yard . 

(>^) Facing rock laid dry with close joints for distance 

of 4 inches from surface and rammed, per cubic 

yard . 

J\Iasonry : 

(a) Rubble masonry laid in Portland Cement Mortar, as 

described, per cubic yard . 

(<5) Masonry lining of tunnel, as described, per cubic 

yard, actual volume . 

(c) Dimension stone masonry, laid in Portland Cement 

Mortar, as described, per cubic yard . 

Enclosed is a certified check for five hundred dollars- 
which sum IS to be forfeited to the First New Mexico Reservoir 
& Irrigation Co. if the party or parties making this proposal fail 
to enter into contract, with approved securities, within fifteen 
^ays after the contract is awarded to said party or parties. 

Respectfully, 
(Signature and address of contractors.) 



5t. Louis, Mo., 1890. ' 

,. ^%l'::^f^''}^'\^i^^^ be placed in a sealed envelope addressed to 

— — , President First New Mexico Reservoir & Irrigation Co ," care of 
1 : Consulting Engineers, , St. Louis, Mo " and shall be 

indorsed "Proposal for building Dam, etc " 

to rejelt'L^y or ^uZl:'"''' ""^'""^^ ^ ^^^^^^^^ ^- — - ^^« "g^* 

J. &F. 



84: GENEBAL SPECIFICATIONS. 

72. Proposal Bond. In lieu of a cash deposit accom- 
panying the bid as a guarantee of good faith and of intention 
to enter into contract, if the same be awarded to the party, a 
bond may be received, duly signed and certified, which will 
insure either the signing of the contract, or the payment of 
such damages as may result from a failure to sign. These 
damages would usually be measured by the difference between 
the amount named by the party furnishing the bond, and the 
sum for which the contract might finally be let, and this is 
usually named as the amount of the forfeiture under the bond. 
It is the usual custom of the United States Government to 
require a bond of this sort rather than a cash deposit. It is 
evidently a less hardship upon the contractor to furnish such a 
bond. The following is the form of this document as used by 
the United States Government: 

Proposal Bond or Guaranty. 

We, , of , in the State 

of , and ■■ , of , 

in the State of , hereby guarantee and bind 

ourselves and each of us, our and each of our heirs, executors 

and administrators, to the effect that if the bid of 

herewith accompanying, dated , 1894, for furnishing 

all materials and labor, and constructing the Power House and 
Office Building for the 800-ft. Lock at St. Mary's Falls Canal, 
shall be accepted, in whole, or in part, within sixty (60) days 
from the date of the openiiig of proposals, the said bidder — , 

will, within ten (10) days after being notified 

of such acceptance, enter into a contract with the United 
States in accordance with the terms and conditions of the 
advertisement, and will give bond with good and sufficient 
sureties for the faithful and proper fulfillment of the same. 
And in case the said bidder — shall fail to enter into contract 
within the said ten (10) days with the proper officer of the 
United States, and furnish good and sufficient bond for the 
faithful performance of the same according to the terms of said 
bid and advertisement, we and each of us hereby stipulate and 
guarantee, and bind ourselves and each of us, our and each of 
our heirs, executors and administrators, to pay unto the United 
States the difference in money between the amount of the bid 
of the said bidder — , and the amount for which the proper 
officer of the United States may contract with another party to 



FORMS OF PROPOSALS. 85 

furnish said materials and labor and construct the Power House 
and Office Building as specified, if the latter amount be in 
excess of the former, for the whole work covered by the 
proposal. 

Witnesses: 

, [seal] . 

. [seal] 

Dated , 1894. 

[Executed in triplicate.] 

justification of guarantors. 
State of 



County of- 



^ss. 



I, , one of the guarantors named in the within 

guaranty, do swear that I am pecuniarily worth the sum of 
forty thousand dollars, over and above all my debts and 
liabilities. 

[Signature of Guarantor] 

Before me, 
[Signature of Officer administering oath, with seal, if any] 

State of 



County of- 



[►ss. 



I, , one of the guarantors named in the within 

guaranty, do swear that I am pecuniarily worth the sum of 
forty thousand dollars, over and above all my debts and 
liabilities. 

[Signature of Guarantor] 

Before me, 
[Signature of officer administering oath, with seal, if any.] 



CERTIFICATE. 

I, , do hereby certify that -, 

and , the guarantors above named, are person- 
ally known to me, and that, to the best of my knowledge and 
belief, er.ch is pecuniarily worth, over and above all his debts 
and liabilities, the sum stated in the accompanying affidavit 
subscribed by him. 

[Signature of certifying official.] 

Note. — The certificate may be given separately as to each guar- 
antor, and modified accordingly. 

U. S. Eng. Corps. 



86 GENEEAL SPECIFICATIONS. 

ENGINEERING SPECIFICATIONS. 

73. Engineering Specifications Defined. Engi- 
neering specifications consist of a series of specific provisions 
each one of which defines and fixes some one element of the 
contract. These clauses relate, in general, 

First : To the work to be done. 

Second: To the business relations of the two parties to 
the contract. 

In the first sense, the specifications supplement and explain 
the plans (if there be any) and define the character of the 
materials and the methods to be employed on the work, or if 
unaccompanied by plans they embody the principles and rules 
in accordance with which the plans must be drawn and the 
work executed. In this sense the specifications enable the 
bidder to estimate the cost of the proposed work and after the 
contract is let they serve as the rules of inspection and accept- 
ance of such work. 

In the second sense the specifications define the rights and 
duties of the two parties to the contract to each other and 
embody proper provisions for changes in the plans, and lor the 
settlement of disputes which may arise ; they also describe the 
conditions of payment, acceptance, etc., etc. 

74. Classes of Specifications. There may be said 
to be three general classes of engineering specifications : 

(«) Specifications accompanying complete detail plans: 
(3) Specifications accompanying a general plan only, 
(c) Specifications unaccompanied by any plan, and com- 
monly known as General Specifications. 

All of these classes of specifications are in common use 
and each has its own particular sphere of usefulness. 

(a) Thus when the design is novel, or when the engineer 
wishes a particular design carried out, he usually prepares full 



ENGINEERING SPECIFICATIONS. 87 

detail plans, or drawings, showing how all parts of the proposed 
work shall be done. 

In the case of public works, also, when the law requires the 
contract to be let in open competition, and also specifies that it 
shall be let to the lowest bidder, it is almost necessary to pre- 
pare full detail plans in order to avoid an inadequate or inferior 
design being put into competition with better ones, and, from 
its diminished cost, receiving the contract. 

(3) If the engineer can limit the bidders to a selected 
class of reliable contractors, who have reputations to lose if 
they should do inferior work, he may prepare very general 
plans only and allow the contractor to make the details to suit 
himself, in accordance, however, with certain specific require- 
ments as given in the specifications, and subject to the approval 
of the engineer. 

(c) If the engineer is indifferent as to even the general 
design, provided the finished work answers equally well certain 
prescribed demands, as given in a set of general specifications, 
he may not prepare any plans whatever, but leave the contrac- 
tor (who must now also be chosen by the engineer or only 
responsible parties allowed to bid) to use any design he may 
choose, such designs to be submitted, however, with his bid, 
and this, together with the general specifications to form the 
basis of the contract. 

75. General and Specific Clauses. Any specifica- 
tion may be said to be composed of two kinds of clauses, gen- 
eral and specific. 

All those clauses which relate to the business portion of 
the contract, or which go to define the relations of the parties 
to the civil contract as a business proposition, may be said to 
be the general clauses. 

All those clauses which are descriptive of the engineering 
or structural features of the design, either as explanatory of the 



8S GENEKAL SPECIFICATIONS. 

plans, or of the materials to be used, or of the methods to be 
employed, may be called the specific clauses. 

Since the general clauses are common to all kinds of 
specifications, they will be discussed first. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 

76. The General Clauses in Specifications may 
relate to any or all of the following subjects : 

(i) Time of commencement, rate of progress, and time 
of completion of the work. 

(2) As to the character of the workmen to be employed. 

(3) Suitable appliances to be used. 

(4) Monthly estimates of work done and payments to be 

made. 

I 

(5) Provision for inquiring into the correctness of the 
monthly estimates. 

(6) Reserving a certain percentage as a repair fund, for 
a stated period after completion. 

(7) Conditions of the final estimate. 

(8) Engineer's measurements and classifications final 
and conclusive. 

(9) Determination of damages sustained by failure to 
complete the work within the time agreed upon, or as extended. 

(10) The discharge of unpaid claims of work men and 
material men. 

(11) No claims for damages on account of suspension of 
work. 

(12) No claims for damages on account of delay. 

(13) No claims on account of unforeseen difficulties. 

(14) Protection of finished work. 

(15) Protection of property and lives. 

(16) Protection against claims for the use of patents. 

(17) Assignment of contract. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 89 

(i8) Contractor not released by subcontracts. 

(19) Abandonment of contract. 

(20) Cancellation of contract for default of contractor. 

(21) Workmen's quarters and other temporary buildings, 

(22) Cleaning up after completion. 

(23) Removal of condemned material. 

(24) Relations to other contractors. 

(25) Provision for drainage. 

(26) Provision for public traffic. 

(27) Contractor to keep foreman or head workman, and 
also copy of plans and specifications on the ground. 

(28) Cost of examination of completed work. 

(29) Faults to be corrected at any time before final 
acceptance. 

(30) Surveys, measurements, and estimates of quantities 
not guaranteed to be correct. 

(31) The contract subject to interpretation and change 
by the engineer. 

(32) Settlement of disputes. 

(33) Extra work. 

(34) Definition of **Engineer** and ** Contractor." 

(35) Documents composing the contract. 

(36) Meaning understood. 

(37) Provision for Arbitration, 

. (38) No Waiver of Legal Right. 

77. Explanatory Note. In all that follows on the 

subject of specifications, after explaining and discussing a given 
subject, one or more illustrations will be given in solid type, 
from actual specifications, together with the initials of the 
author. The full name and professional engagement of the 
author can then be found by referring to the Key to Personal 
References^ page 5. In general the latest practice only of the 
engineers quoted in this way will be cited. It must also be 



90 GENERAL SPECIFICATIONS. 

understood that in every case the gentlemen so quoted have 
themselves selected the sample specifications used and have 
consented to such use. 

78. Time of Commencement, Rate of Progress, 
and Time of Completion of the Work. It is usual to 

make the time of commencement of the work as soon after the 
signing of the contract as is thought practical, as, for instance, 
ten, fifteen, or thirty days, depending on the character of the 
work. 

The rate of progress is specified in order to give the engir 
neer authority for canceling the contract if the rate of progress 
is such as to indicate that the contractor will certainly be unable 
to complete the work on time, or at all. Thus he may be 
obliged to abandon the work altogether, or he may choose to 
do so, in which case, if rate of progress is specified, the parties 
of the first part need not wait for the full time for completion 
to arrive before being able to take the work from the hands of 
the contractor and complete it by hiring the labor and purchas- 
ing the materials, or by reletting it to another contractor. 

The time of completion is nearly always stated, and 
while the time allowed should be ample it should be only such 
as is required when a reasonable degree of diligence is exer- 
cised on the part of the contractor. 

If, for any sufficient reason, the contiactor is delayed in 
his work, for reasons beyond his control, the time of comple- 
tion is usually extended by the principal by a corresponding 
length of time, and then this extended period fixes the required, 
or specified date of completion. 

And the said party of the second part further agrees that 
he will commence the work herein contracted to be done 
within twenty days from the date of this contract; that the rate 
of progress of his work shall be such as, in the opinion of the 
Engineer, is necessary for completion within the time herein 
specified, and that he will so conduct the said work that on or 
before July i, 1S99, the whole work covered by this contract 
and specification shall be entirely completed. A. F. 



THE GENEEAL CLAUSES IN SPECIFICATIONS. 91 

79. As to the Character of the Workmen to be 

Employed. In order to secure good work it is necessary to 
employ skilled workmen. The engineer must therefore have 
some control over the character of the labor employed by the 
contractor. This is obtained by specifying that only skilled 
labor shall be employed and giving to the engineer the power 
of discharge over any laborer, mechanic, foreman, or superin- 
tendent employed by the contractor on the work. It is also 
customary to provide that this power shall extend to cases of 
disobedience of instructions, impudence to engineer or inspect- 
ors, drunkenness, etc., as shown in the following illustration: 

And the said party of the second part further agrees to 
employ only competent, skillful men to do the work ; and that 
whenever the Engineer shall inform said party of the second 
part in writing that any man on the work is, in his opinion, 
incompetent, or unfaithful, or disorderly, such man shall be 
discharged from the work, and shall not again be employed 
on it. A. F. 

80. Suitable Appliances to be Used. If not pre- 
vented by a special clause in the specifications, contractors who 
are unprovided with suitable mechanical appliances for doing 
the work properly will often undertake to perform the work 
with cheap and inadequate means, which would necessarily 
result in faulty construction, or in delaying the work. It is 
customary, therefore, to prescribe that all appliances shall be 
suitable and adequate to the purpose, and subject to the 
approval of the engineer. It is not wise, however, to specify 
particular methods or means of doing the work, since if for 
any reason a partial failure should result, the contractor will 
endeavor to obtain personal release by charging failure to the 
specified appliances or methods. A specification like the fol- 
lowing is therefore recommended. 

The contractor is to use such methods and appliances for 
the performance of all the operations connected with the work 
embraced under this contract as will secure a satisfactory quality 
of work and a rate of progress which, in the opinion of the 
engineer, will secure the completion of the work within the 



92 GENEEAL SPECIFICATIONS. 

time herein specified. If, at any time before the commence- 
ment, or during the progress of the work, such methods or 
appliances appear to the engineer to be inefficient or inappro- 
priate for securing the quality of the work required or the said 
rate of progress, he may order the contractor to increase their 
efficiency or to improve their character, and the contractor 
must conform to such order; but the failure of the engineer 
to demand such increase of efficiency or improvement shall not 
relieve the contractor from his obligation to secure the quality 
of work and the rate of progress established in these specifi- 
cations. A. F. 

81. Monthly Estimates of Work Done and Pay- 
ments to be made. It is customary, in all kinds of engi- 
neering construction, for the engineer in charge to estimate at 
the end of each month the quantity of material furnished on 
the ground, and of work done. These estimates are approxi- 
mate only and serve as a basis for making monthly payments to. 
the contractor. It is customary to reserve from ten to twenty- 
five per cent, of these monthly estimates until the final comple- 
tion of the work. By means of these monthly payments the 
contractor is enabled to carry on the work to final completion 
with a much smaller capital than would be required if no pay- 
ments were made until the work was finished. The percentage 
reserved from the monthly payments is intended to serve as a 
guarantee of final completion, and as a fund to draw upon 
when the time of final settlement arrives, for the payment of 
damages resulting from the work not having been performed 
within the specified time, or for other purposes as indicated 
subsequently in these general specifications. In the matter of 
payment for materials furnished, but not incorporated finally 
into the work, it is usually considered safe to include in the 
monthly estimates all materials delivered, either upon the 
ground, that is to say along the line of the work, and subject to 
the inspection and control of the engineer, and also to pay for 
materials and machinery furnished and stored where they are 
under the control and subject to the inspection and approval of 
the engineer. Of course no material would be included in 



THE GENERAL CLAUSES IN SPECIFICATIONS. 93 

these monthly estimates which had not been duly inspected and 
accepted.* The following is a common form for this speci- 
fication: 

In order to enable the said contractor to prosecute the 
work advantageously, the engineer shall, once a month, on or 
about the last day of each month, make an estimate in writing 
of the amount of work done, and materials delivered to be 
uised in the work,* and of the value thereof, according to the 
terms of this contract. The first such estimate shall be of the 
amount or quantity and value of the work done and materials 
delivered since the party of the second part commenced the 
performance of this contract on his part. And every subse- 
quent estimate (except the final one) shall be of the amount or 
quantity and value of the work done since the last preceding 
estimate was made. And such estimates of amount and quan- 
tity shall not be required to be made by strict measurement or 
with exactness; but they may, at the option of the engineer, be 
approximate only. 

Upon each such estimate being made the parties of the 

first part will pay to the party of the second part the following 

proportions or percentages thereof, to wit: 

85 per cent, thereof up to and until such time as the total 
estimated value of the work done and materials delivered shall 
amount to $1,000,000. 

90 per cent, thereof after the total estimated value of 
such work and materials delivered shall have amounted to 
$1,000,000, until the party of the first part shall have fully 
and completely performed this contract of his part. 

A. F. 

82. Provision for Inquiring into the Correct- 
ness of the Monthly Estimates. The monthly estimates 
made by the engineer acting as the agent of the party of the 
first part, may be held to be binding upon this party, in case 
he has either made a mistake in the quantity of work done, or 
material furnished, or has entered into collusion with the 
contractor, and rendered false returns. Since the engineer is 
the agent of the party of the first part, his acts would bind his 
principal, after payment had been made on the same, if it were 
not expressly provided that the party of the first part shall not 
be estopped, or prevented, from determining by other means 

* If payment is made upon materials furnished then it should be specifically 
stated that all such materials become the property of the party of the first part as soon 
as delivered and accepted. 



y4 GENERAL SPECIFICATIONS. 

the amount of work done and material furnished. In other 
words the party of the first part should not necessarily be bound 
by either the monthly or final estimates rendered by his agent, 
and which are intended to serve as the basis of payment. It is 
understood, of course, that the contractor also has this privilege 
of inquiry and proof of the correctness of the estimates.* 
In New York City clauses like the following are common. 

And it is hereby expressly agreed and understood by and 
between the parties hereto that the said parties of the first part, 
their successors and assigns, shall not, nor shall any depart- 
ment of the City of New York, be precluded or estopped by 
any return or certificate made or given by any engineer, 
inspector, or other officer, agent or appointee of said Aqueduct 
Commissioners, or of said parties of the first part, under or in 
pursuance of anything in this agreement contained, from at any 
time showing the true and correct amount and character of the 
work which shall have been done and materials which shall 
have been furnished by the said party of the second part, or 
by any other persons under this agreement. 

A. F. 

83. Reserving a Certain Percentage as a Repair 

Fund, for a Stated Period after Completion. In 

order to provide foi inherent defects in the work which may 
not appear on the surface, or until after the construction has 
been in service for some time, it is often desirable to retain a 
portion of the total cost of the work for a specified period 
of time, on which sum the party of the first part is authorized 
under the specifications to draw for the repairing or 
correcting of any and all faults or defects which may become 
apparent by use within the specified period. It is usual, how- 
ever, to give the contractor the privilege of making such repairs 
under the direction, and subject to the approval, of the engi- 
neer, in place of having the engineer make such repairs and 
charge them against the reserve fund. This clause may read 
as follows. 

The contractor hereby further agrees to make all the 

needed repairs on the said work during a period of months 

after its final completion ; and he hereby further agrees that the 

* If the contractor is precluded from going back of the engineer's certificate or 
decision, then the owner should also be bound by the same, and in this case this clause 
would probably not be sustained by the courts. The engineer is now an arbitrator and 
as such his decisions must bind both parties or neither. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 95 

party of the first part is authorized to retain out of the moneys 
payable, or to become payable, to him. under this' agreement, 
the sum of five per cent, on the amount of the contract, and to 
expend the same, or so much thereof as may be required, in 
making the aforesaid repairs to the satisfaction of the engineer, 
if within three days after the delivery or mailing of a notice in 
writing to the contractor, or his agent or attorney, he or they 
shall neglect to make the aforesaid needed repairs; and he 
hereby further agrees to be responsible for any accident that 
may occur on account of the defective condition of the work. 

E. A. F. 

84. Conditions of the Final Estimate. If, in 

the opinion of the engineer, the contractor has completed his 
work in all respects in accordance with the terms of the con- 
tract, he should proceed with due diligence to make the final 
estimate of all quantities in the several clauses, and to certify to 
his principal the amount of money due to the contractor, and 
also the amounts which should be held in reserve under the 
various clauses of this character in the specifications. The 
party of the first part thereupon should immediately pay to the 
contractor such moneys as are legally due him, provided this 
party is satisfied that the final estimates submitted by the engi- 
neer are correct. If this party should have any doubts on this 
point, he should be at liberty, under the specifications, to 
inquire further into the correctness of such estimates. This 
portion of the contract may be stated as follows. 

It is further mutually agreed, that whenever this contract, 
in the opinion of the engineer, shall be completely performed 
on the part of the contractor, the engineer shall proceed with 
all reasonable diligence to measure up the work, and shall 
make out the final estimates for the same and shall certify the 
same. The party of the second part will then, excepting for 
the cause herein specified, pay to the contractor, within — days 
after the execution of said certificate the remainder which shall 
be found to be due, excepting therefrom such sum or sums as 
may be lawfully retained under any of the provisions of this 
contract: Provided that nothing herein contained shall be con- 
strued to affect the right hereby reserved, to reject the whole or 
any portion of the aforesaid work, should the said certificate be 
found to be inconsistent with the terms of this agreement, or 
otherwise improperly given. E. A. F. 



96 GENEEAL SPECIFICATIONS. 

85. Engineer's Measurements and Classifica- 
tions Final and Conclusive. In order to avoid disputes 

as to both the quantity and the quality of the work done, it is 
customary to specify that the measurements and classifications 
of the engineer shall be final and conclusive, and binding upon 
both parties. This is a very important provision, and places a 
great responsibility upon the engineer, while it binds, at the 
same time, the two principals to the contract, and forces them 
to submit to the engineer's decisions, except as some special 
provision such as that stated in article 8i allows one or both of 
the parties to examine into the correctness of the engineer's 
estimates. As a matter of course either party is always at lib- 
erty to examine questions of fact and, so far as it is practicable, 
to remeasure quantities at subsequent times. Either party would 
be at liberty in case of a suit at law to have such quantities 
remeasured to determine such question of fact, but so far as the 
classification of the material is a matter of opinion on the part 
of the engineer, and so far as measurements of quantities have 
become impracticable at a subsequent period, to this extent a 
clause such as is here proposed binds absolutely both parties to 
the contract. Neither party now has any release from the 
decision of the engineer, except on one of two grounds : 

First, Either party may bring a suit in equity, in which 
case the terms of the contract are not made the basis of the 
suit; or 

Second. Either party may enter a plea of fraud on the 
part of the engineer, which, if sustained, would of course 
vitiate the decisions of such engineer. Neither of these grounds 
offers much encouragement to either party. A case could not 
be sustained in equity contrary to the terms of . an expressed 
written agreement, except it could be shown that gross and 
violent injustice had been worked by a strict compliance with 
its terms. Neither is it desirable in a civil suit to enter a plea 
of fraud, since this is very difficult to maintain, and can only be 



THE GENEEAL CLAUSES IN SPECIFICATIONS. 97 

maintained by proving the moral depravity of the engineer. A 
clause such as the following, therefore, if incorported in a con- 
tract and agreed to by both parties places both parties abso- 
lutely at the mercy of such engineer, and the contractor should 
never submit to it, if he has reason to suppose that the engi- 
neer is likely to act unfairly toward him under the authority 
thus granted to him. As a rule, however, this confidence 
which is reposed in the engineer by both parties to the contract 
is not misplaced. Although the engineer is paid for his services 
by one of the parties to the contract, he understands that his 
position is a judicial one, and not that of an advocate or 
partisan, and that it is his business to see that justice is done 
to both of the parties. The clause usually reads as follows. 

All the work under this contract shall be done to the satis- 
faction of the engineer, who shall in all cases determine the 
amount, quality, acceptability and fitness of the several amounts 
of work and materials which are to be paid for hereunder, and 
shall decide all questions which may arise as to the measure- 
ment of quantities and the' fulfillment of this contract on the 
part of the contractor, and shall determine all questions respect- 
ing the true construction or meaning of the plans and specifica- 
tions, and his determination and decision thereon shall be final 
and conclusive, subject only to revision by arbitration as pro- 
vided under Art. . R. H. 

86. Determination of Damages Sustained by 
Failure to Complete the Work within the Time 
Agreed upon, or as Extended. It is seldom that a spe- 
cific performance of any contract can be enforced. In other 
words, either of the parties to almost any civil contract is at 
liberty to break the same, or fail to carry it out, for which fail- 
ure, however, the law provides that the party breaking the 
contract shall pay a penalty. The amount of this penalty 
usually remains to be ascertained after the contract has been 
broken, and when the time of settlement arrives. The legal 
remedies for breach of contract are given in Arts. 49-53. It 

* Here should be inserted a clause like the following: "And such estimate and 
decision shall be a condition precedent to the right of the contractor to receive any 
(Qoney or compensation for anything done or furnished under this agreement." 

7 



93 GENEBAL SPECIFICATIONS. 

is sufficient to remark here, that in determining the amount of 
the damages, the law will only allow the actual proven dam- 
ages to be collected, and always discourages any constructive, 
or conventional, or arbitrary estimate of such damages. In 
other words, the damages are the compensation to the injured 
party, requisite to repay him for his loss, which can be traced 
directly to the breach of contract. 

While damages to the extent of the actual injury sustained 
can always be recovered, by a suit at law, in the case of a 
breach of contract, it is customary in the writing of engineering 
specifications to insert one or more clauses defining the amount 
of the damages which it is agreed by the parties will be sus- 
tained in case of certain specific failures to carry out the con- 
tract ; and since these failures are assumed to be on the part of 
the contractor, and since money is usually due him from the 
other party, it becomes possible, in this case, to remunerate the 
injured party by withholding a certain sum of money from the 
contractor who is guilty of the breach of contract. If a specific 
agreement to this effect be entered into by the parties, in 
advance, the compensation for the injury done because of a 
specific breach of the contract, may be recovered by simply 
withholding such a sum from the contractor, and paying over 
to him in final settlement the remainder. Because, therefore, 
of the facility with which such a settlement can be accom- 
plished, and also to further provide against such a contingency 
arising by furnishing to the contractor a sufficient motive to 
prevent such specific breaches, and furthermore, in order to 
avoid a suit at law for the recovery of such compensation, it 
has become customary to insert what is commonly called a 
"penalty clause.** * 

While recovery can be had by a suit at law for the actual 
damages sustained for any breach of the contract, either with 
or without a specific clause to this effect, the penalty or dam- 

* The reader is requested to refer to Arts. 51-53 for a discussion of the legal phases 
of this question. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 99 

age clause in the specifications usually refers to one or more 
specific kinds of breach of contract, the more common one 
being that of failure to complete the work within the time 
agreed upon. The object of a penalty clause covering this 
particular kind of breach of contract is rather to insure comple- 
tion of the contract within the time specified than to recover 
damages for a failure to do so. For this reason it has been 
commonly supposed if a heavy penalty were provided for a 
failure of this kind, it would serve as a strong motive to the 
contractor to hasten the work. This being the object of such a 
clause it has been common to specify a penalty or damage of 
so many dollars per day, for each and every day elapsing after 
the date agreed upon for the completion, before the work is 
finally completed, the sum so named being often a very extrav- 
agant one. 

There are several ways of stating this clause, some of 
which are very much better than others. The following are 
the more usual forms : 

I. Provision for a specific '•'• penalty.** When a specific 
* 'penalty'* is named for either a particular or for any breach of 
the contract, whether this sum named be a per diem, or a gross 
amount, the court will usually construe it as meaning that such 
a sum is a fund provided in the specifications for the purpose 
of meeting such damages as may result from a breach of the 
contract, and that only the actual damages sustained and proved 
in a suit at law can be recovered from such fund. In other 
words, a penalty clause so stated has little or no force, since 
the law provides exactly the same remedy for any breach of 
contract, without a specific agreement. 

II. The naming of a per diem, or gross su?n, as being 
the '''-ascertained and liquidated damages** which will be sus- 
tained by the injured party for a specific breach of contract 
therein named, this usually being for failure to complete the 
work within the time specified. In this case the word **penalty" 

L :': 



100 GENERAL SPECIFICATIONS. 

is not used, and if it can be made to appear on trial that both 
parties to the agreement really intended that the sum named 
should be forfeited in case of the failure therein described, and 
provided further this sum is not too extravagant and unreason- 
able, and provided the fact of failure and consequent liability 
be fully established, then and in that case the law will sustain 
the damage clause, and the injured party will be allowed to 
deduct it from any moneys due the contractor, or if this fund 
be insufficient, he may even sue the contractor and his bonds- 
men and recover the remainder. The following is a good 
example of this method of stating such a clause : 

And the said party of the second part hereby further 
agrees that the said parties of the first part shall be and they 
are hereby authorized to deduct and retain out of the moneys 
which may be due or become due to the said party of the second 
part, under this agreement, as damages for the non-completion 
of the work aforesaid within the time hereinbefore stipulated 
for its completion, or within such further time as in accordance 
with the provisions of this agreement shall be fixed or allowed 
for such performance or completion, the sum of one hundred 
dollars per day for each and every day the time employed upon 
said work may exceed the time stipulated for its completion, or 
such stipulated time as the same may be increased, as herein- 
before provided, which said sum of one hundred dollars per 
day is hereby, in view of the difficulty of estimating such dam- 
ages, agreed upon, fixed and determined by the parties hereto 
as the liquidated damages that the parties of the first part will 
suffer by reason of such default, and not by way of penalty. 

A. P. B. 

III. An agreement that the engineer shall ascertain and 
make an estimate of the actual damages sustained by a failure 
to complete the work within the time specified (or for other 
specific breach), and naming some or all of the items to be 
included in such estimate. In this case no effort is made in 
advance to determine what the actual damages are, and the 
agreement simply consists in making the engineer an arbitrator 
to act for both the parties, in determining the amount of the 
damage as a question of fact. This is probably the strongest 



THE GENERAL CLAUSES IN SPECIFICATIONS. 101 

method of stating this clause, while it is also the fairest to all 
parties concerned. 

Because of the difficulty in proving in a suit at law the 
actual damages sustained from the failure to complete an engi- 
neering contract within the time specified, the contractor usually 
pays very little attention to a penalty clause stated as described 
above in form I. As a rule, contractors are better inform.ed as 
to the law of contracts than the engineers who write the specifi- 
cations, and when this clause is stated as first described the 
contractor regards it lightly, well knowing that it has no partic- 
ular significance. When stated in the second manner, however, 
provided the sum named be reasonable, the contractor will give 
it much greater weight, and the party paying for the work can 
withhold money under it with much greater assurance of being 
sustained by the courts. The courts, however, have a repug- 
nance to any agreement made in advance as to questions of 
fact, which in the nature of things could only be adequately 
determined after the breach had transpired. But because of 
the difficulty of fixing accurately the amount of such damages, 
even after the breach, the law consents to a previous agreement 
upon a specific sum, provided this be reasonable, and provided 
it be so clearly stated that the parties signing the contract can 
not have misconstrued it. Concerning the last method given 
of stating this clause, the law also has a repugnance to dele- 
gating the authority of the court to a layman in the person of an 
arbitrator. When, however, the question at issue is a ^'•condi- 
tion precedent*^ to settlement, as in this case of fixing the 
amount of the damages, and when this arbitrator is the engineer 
in charge of the work, who is evidently the most competent 
person to estimate the amount of such damage, the law readily 
consents that he should act in such capacity, and if both parties 
have agreed that his decision should be final and conclusive in 
the premises, there would seem to be no way of evading his 
decision, except by proving that it was fraudulent. As fraud 



102 GENERAL SPECIFICATIONS. 

invalidates nearly all agreements, and nearly all obligations, if 
it can be shown that the engineer, when acting in the capacity 
defined in this clause, has knowingly and willfully overestimated 
the amount of the damage ; in other words, if it can be shown 
that he acted dishonestly in the matter, his verdict can be set 
aside and the matter can come before the court. Otherwise 
the court will rule that his verdict must hold, and the question 
can not be opened. As it is very difficult to establish a ques- 
tion of motive, and as the burden of proof rests wholly upon 
the contractor, it would seem that this method of writing the 
damage clause had many advantages. The following is a fair 
example of such a clause. 

In case said contractor shall fail to fully and entirely, and 
in conformity with the covenants, terms and agreements of this 
contract, perform, and complete said work, and each and every 
part and appurtenance thereof, within the time hereinbefore 
limited for such performance and completion, or within such 
further time as may be allowed by said Board for such per- 
formance and completion, said chief engineer shall appraise 
the value of the direct and computable damages caused to said 
city by such failure, owing to the disbursements made by said 
city on account of the further employment of engineers, inspect- 
ors and other employees, including all disbursements for office 
rent, transportation, supplies, and other matters connected with 
said employment; also the value of such other direct and 
computable damages as shall be caused by such failure ; and 
the amount so appraised, when approved by said Board, shall 
be deducted by said Board out of such moneys as either may be 
due, or at any time thereafter become due, to said contractor 
under and by virtue of this contract, or any part thereof ; and in 
case said appraised value shall exceed the amount of said 
moneys, then said contractor will pay the amount of such excess 
to said city, on notice from said Board of the excess so due ; 
and it is hereby agreed that the decision of said chief engineer 
as to the said appraisal, when approved by said Board,* shall 
be final and binding on both parties to this contract. 

E. K. 

87. The Discharge of Unpaid Claims of Work- 
men and Material men. The laws of many states provide 
that persons, who supply either labor or material to any con- 

*It may or may not be wise to make the verdict of the engineer subject to the 
approval of his principal. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 103 

tractor or other person, to be used in the construction of any 
building or other permanent work, if not paid by such party, 
may file a lien upon such completed or uncompleted work, this 
serving as a kind of first mortgage upon the property, under 
which the property can be sold and the claim satisfied. When 
such a law obtains, the only safe course, for the person paying 
for the work, is to satisfy himself before he fully pays for the 
work that all such claims have been liquidated, or he may if he 
choose, require the contractor to furnish a bond which may be 
sued upon, either by himself, or by such material man or labor- 
ing man as may have such a claim. This bond to be large 
enough to cover all such liabilities. 

When the party paying for the work desires to satisfy him- 
self that such claims have all been discharged by the con- 
tractor, the clause may be written as follows: 

Said contractor further agrees that he will pay punctually 
the workmen who shall be employed on the aforesaid work, 
and the persons who shall furnish material thereunder, and will 
furnish said Board with satisfactory evidence that all persons 
who have done work or furnished materials under this contract 
and shall have filed any account of such claims with said Board, 
have been fully paid, or are not entitled to any lien under the 
laws of this state; and in case such evidence be not furnished 
as aforesaid, such amount as said Board may consider neces- 
sary to meet the lawful claims of the persons aforesaid, shall 
be deducted from the moneys due said contractor under this 
contract, and shall not be allowed until the liabilities aforesaid 
shall have been fully discharged and the evidence thereof 
furnished said Board ; and if such evidence is not furnished 
before the final payment under this contract falls due, said 
Board may pay such claims in whole or in part to the person 
or persons, firm or corporation claiming the same, and charge 
the amount thus paid to said contractor, who shall accept the 
same as payment to the amount thereof upon this contract. 

E. K. 

When the party paying for the work does not care to put 
himself to the trouble of obtaining the information as to the 
discharge of all such claims by the contractor, he may so frame 



104 GENERAL SPECIFICATIONS. 

the wording of the bond that it will cover this case satisfactorily. 

In this case this portion of the bond may read as follows:* 

The said as principal, and and 

as securities, hereby bind themselves and their respective heirs, 
executors or administrators, unto the City of St. Louis, in the 

penal sum of dollars, lawfiil money of the United States, 

conditioned that in the event the said shall faithfully 

and properly perform the foregoing contract according to all 
the terms thereof, and shall, as soon as the work contemplated 
by said contract is completed, pay to the proper parties all 
amounts due for material and labor used and employed in the 
performance thereof, then this obligation to be void, otherwise 
of full force and effect, and the same may be sued on at the 
instance of a material man, laboring man, or mechanic, for any 
breach of the condition hereof ; provided, that no such suit 
shall be instituted after the expiration of ninety days from the 
completion of the above contract. 

88. No Claims for Damages on Account of 
Suspension of Work. When the work contracted for is of 
a public character, as for a city, or for the United States Gov- 
ernment, and when it is expected to continue for a considerable 
period, and be paid for by appropriations from time to time, 
and also in other like contingencies, it is common to insert a 
clause to the effect that the contractor shall make no claim for 
damages for necessary delays he may experience in carrying 
out the work, when these delays are caused by the failure of 
appropriations, or by legal proceedings, and the like. 

On ten days notice the work under this contract may, 
without cost or claims against the party of the first part, be sus- 
pended by them for want of funds, or for other substantial 
cause. Upon receipt by the contractor of the order for the 
suspension of the work, all the materials shall be piled up 
compactly, so as not to impede travel on the sidewalk or car- 
riageway, or the use of fire plugs, gas or water stops, and 
all surplus material and rubbish shall be removed immediately 
from the street. When the party of the first part shall order 
the work to be resumed the contractor shall complete the same 
upon the terms and conditions of this contract. 

E. A. F. 

♦This is the form universally adopted in all contracts made by the City of St. 
Louis. If not specifically so stated the material man, or the laboring man could not 
sue on the bond. 



THE GENEKAL CLAUSES IN SPECIFICATIONS. 105 

89. No Claims for Damages on Account of De- 
lay. In order that the party of the first part shall be freed 
from all claims which may be set up by the contractor for dam- 
ages on account of various delays and hindrances which he may 
have experienced in carrying out the work, and which he may 
make appear to have been caused directly or indirectly by the 
party having the work done, or by other contractors upon the 
work, the following clause is often inserted: 

The contractor shall not be entitled to any claims for dam- 
ages for any hindrance or delay from any cause whatever in the 
progress of the work, or any portion thereof, but said hindrance 
may entitle said contractor to such extension of time for com- 
pleting the contract as may be determined by the engineer, 
provided, he shall have given notice in writing of the cause of 
the detention. E. A. F. 

90. No Claims on Account of Unforeseen Diffi- 
culties. In case it is the purpose of the contract to place 
upon the contractor all the responsibility for contingencies 
which may arise in the prosecution of the work, for which 
greater risk the party having the work done will, of course, pay 
in the increased price made by the contractor to cover such 
risk, the clause may be written as follows: 

The contractor agrees that he will sustain all losses or 
damages arising from the action of the elements, the nature of 
the work to be done under the specifications, or from any 
unforeseen obstructions or encumbrances on the line of the work 
which may be encountered in the prosecution of the same. 

E. A. F. 

91. Protection of Finished Work. It is usually 

customary to hold the contractor responsible for the protection 
and care of the work until it is all finally completed and 
accepted. Even such portions of the work as have been com- 
pleted and provisionally accepted and payments made upon the 
same, should be taken care of and fully protected by the con- 
tractor, until the entire work has been turned over. This often 
entails considerable expense upon the contractor, and when dis- 



106 GENERAL SPECIFICATIONS. 

putes on this question are liable to arise, it is well to insert 
such a clause as the following: 

Contractors will be held responsible for any and all mate- 
rials or work to the full amount of payments made thereon, and 
they will be required to make good, at their own cost, any 
injury or damage which said materials or work may sustain from 
any source or cause whatever, before final acceptance thereof. 

O. M. P. 

92. Protection of Property and Lives. It is 

always understood that the contractor shall he held responsible 
for all damages to property which may arise from any fault of 
his, or from any accident which may occur during the per- 
formance of the work. He is also held responsible for all 
losses of life or limb, and for all personal damages which may 
be sustained either by his own workmen or by the public, by or 
on account of the works he has under construction. In other 
words, it is made his duty to protect both life and property, so 
far as possible, from all damage, so far as these may be tracea- 
ble to the works themselves. If this responsibility were not 
specifically placed upon the contractor, the party having the 
work done would often be obliged to sustain the loss, since he 
authorizes the execution of the work, and the contractor is his 
employee or agent. This clause is often written as two separate 
clauses, one referring to the damage to property, and the other 
to the damage to persons. 

Furthermore the wording of the bond is usually so made 
as to cover both of these items, so that in case the damage or 
loss is greater than could be repaid by the amount of money at 
any time due the contractor when the accident occurs, suit may 
be brought upon the bond against the bondsmen to recover the 
remainder. 

Inasmuch as claims for damages, either to person or prop- 
erty, usually manifest themselves in the form of suits at law 
against the party authorizing the work and paying for the same, 
and not against the contractor himself, it is common to assume 



THE GENERAL CLAUSES IN SPECIFICATIONS. 107 

that this will be the case in all claims for damages, and to word 

the clause accordingly. The following clause covers all of the 

above contingencies in an acceptable manner: 

Said contractor further agrees that he will indemnify and 
save harmless said City and Board, and the officers and agents 
thereof, from all claims, suits, actions, and proceedings of every 
name and description, which may be brought against said City 
or Board, or the officers and agents thereof, for or on account 
of any injuries or damages to persons or property received or 
sustained by any person or persons, firm or corporation, by or 
from said contractor, or by or in consequence of any materials 
or explosives used on said work, or by or on account of any 
improper material or workmanship in its construction, or by 
or on account of any accident, or of any other act or omission 
of said contractor, or his agents, or servants, and said con- 
tractor also agrees that so much of the money due, or to become 
due, to him under this contract as shall be considered necessary 
by said. Board, may be retained by said Board until all such 
suits or claims for damages, or otherwise, as aforesaid, shall 
have been finally settled and determined, and evidence to that 
effect furnished to the satisfaction of said Board. 

E. K. 

The following is a common method of wording this clause, 

which defines the contractor's responsibility without referring 

to suits at law: 

The contractor shall put up and maintain such barriers and 
red lights as will effectually prevent any accident in conse- 
quence of his work, for which the city might be liable, and he 
shall be liable for all damages occasioned in any way by his 
acts or neglect, or that of his agents, employees, or workmen. 

E. A. F. 

03. Protection against Claims for the Use of 

Patents. When it is anticipated that patented appliances or 
methods may be used either by the contractor in prosecuting 
the work, or as forming a part of the completed work itself, in 
order that the party authorizing the work may be able to col- 
lect from the contractor such fees as he may be forced to pay 
therefor, a special clause in the specifications may be written 
to cover this case. This clause may be as follows: 

All fees for any patented invention, article or arrange- 
ments that may be used upon or in any manner connected with 



108 GENEEAL SPECIFICATIONS. 

the construction, erection, or maintenance of the work, or any 
part thereof embraced in these specifications, shall be included 
in the price mentioned in the contract, and the contractor shall 
protect and hold harmless the party of the first part against any 
and all demands for such fees or claims, and before the final 
payment or settlement is made on account of the contract, the 
contractor must furnish acceptable proof of a proper and satis- 
factory release from all such claims. 

E. A. F. 

94. Assignment of the Contract.* If it is the 

intention of the party letting the work that the person or persons 
who take the contract shall perform the work themselves, 
without subletting it, it is necessary to prescribe that this shall 
be done in order to insure that it may not be sublet. One 
great objection to the subletting of contracts is that the sub- 
contractor can not be held directly by the principal, since 
these two have not entered into contract The principal can 
only hold the original contractor, and all dealings with the sub- 
contractor must be through him. This gives rise to delays and 
unsatisfactory performance, and is usually prohibited by the 
specifications. The following form is adequate to this pur- 
pose: 

Said contractor further agrees that he will give personal 
attention constantly to the faithful prosecution of the work, and 
will not assign or sublet the work or any part thereof, or any of 
the moneys or orders payable under the contract, without the 
previous written consent of said board endorsed on this con- 
tract, but will keep the same under his personal control ; that 
no right under this contract, nor to any moneys or orders due 
or to become due hereunder, shall be asserted against said city 
or board, or any department, officer, or officers thereof, by 
reason of any so-called assignment, in law or equity, of this 
contract, or any part thereof, or of any moneys or orders paya- 
ble thereunder, unless such assignment shall have been author- 
ized by the written consent of said board endorsed on this 
contract ; that no person other than said contractor now has any 
claim thereunder, and that no claim shall be made excepting 
under this specific clause of this contract, and under that clause 
relating to claim of workmen and materialmen. E. K. 

05. Contractor not Released by Subcontracts. 

When it is anticipated that a portion at least .of the work 

• Sec Article 3a 



THE GENEBAL CLAUSES IN SPECIFICATIONS. 109 

will be sublet to other contractors, and when in the nature of 
things this is advisable, it may be specified that such subletting 
of all or of any portion of the work in no wise releases the con- 
tractor from full and faithful performance. The following 
specification would then hold : 

No subcontract shall under any circumstances relieve the 
contractor of his liabilities and obligations under his contract; 
should any subcontractor fail to perform the work undertaken 
by him in a satisfactory manner, and should this provision be 
violated, the party of the first part may at their option end and 
terminate such contract. E. A. F. 

96. Abandonment of Contract. In most large engi- 
neering contracts it is wise to provide for the emergency of 
abandonment. This term is here used to include not only 
deliberate and acknowledged abandonment of the work on the 
part of the contractor, but also such violations of the contract, 
either in the letter or in the spirit, or such unnecessary delay in 
its execution as may be construed as a virtual abandonment of 
the contract, so far as its express fulfillment is concerned. In 
such cases it may become necessary or desirable to take the work 
out of the hands of the contractor altogether, and to hire the 
necessary labor and purchase the necessary material, and com- 
plete the work under the direct superintendence of the engi- 
neer, charging all such items of expense against the contractor, 
and providing for the payment of the same, even though they 
should exceed all moneys due the contractor on the completion 
of the work. While the common law would warrant the party 
paying for the work in assuming the control o:^ it, and charging 
the cost of the same against the contractor, in case of his 
express and acknowledged abandonment, it would not authorize 
the engineer in assuming control of the work because of delay 
or other violations of the terms of the contract, A provision 
such as the following may therefore be inserted : 

Said contractor further agrees that if the work to be done 
under this contract shall be abandoned, or if this contract shall 
be sublet or assigned by said contractor, or any of the moneys 



110 GENERAL SPECIFICATIONS. 

or orders payable thereunder shall be assigned, otherwise than 
as herein provided, or if at any time said chief engineer shall 
be of the opinion, and shall so certify in writing to said board, 
that the said work is unnecessarily or unreasonably delayed, or 
that said contractor is willfully violating any of the terms, cove- 
nants and agreements of this contract, or is not executing this 
contract in good faith, or is not making such progress in the 
execution of said work as to indicate its completion within the 
required time, said board shall have the power and right to 
notify said contractor to discontinue all work or any part thereof 
under this contract, and upon such notification said contractor 
shall discontinue said work, or such parts thereof as said board 
may designate ; and said board shall thereupon have the power 
to employ by contract, or otherwise, and in such manner and at 
such prices as it may determine, any persons and obtain any 
animals, carts, wagons, appliances, implements, tools, and 
other means of construction, which it may deem necessary to 
work at and be used to complete the work herein described, or 
such part thereof as said board may have designated; also, the 
power to use such appliances, implements, tools, and materials 
and means of construction of every description as may be found 
upon tlie line of said work, both such as enter into the com- 
pleted work, and such as are necessarily used in and about the 
same in the course of construction, and to procure other proper 
materials for the completion of the same ; also to charge the 
expense of all of said labor, materials, animals, carts, wagons, 
appliances, implements, tools and means of construction to said 
contractor; and the expense so charged shall be deducted and 
paid by said board out of such moneys as may be due or 
become due at any time thereafter, to said contractor under this 
contract, or any part thereof. In case such expense is less than 
the sum which would have been payable under this contract if 
the same had been completed by said contractor, it is agreed 
that said contractor shall be entitled to receive the difference ; 
and in case such expense shall exceed the sum which would 
have been payable under this contract if the same had been 
completed by said contractor, then said contractor shall pay 
the amount of such excess to said city, on notice from said 
board of the excess so due. It is further agreed that neither an 
extension of time, for any reason, beyond that fixed herein for 
the completion of the work ; nor the performance and the accept- 
ance of any part of the work called for by this contract, shall be 
deemed to be a waiver by said city of the right to assume con- 
trol of this contract for the reasons and in the manner hereinbe- 
fore provided. E. K. 

97. Cancellation of Contract for Default of Con- 
tractor. In the previous case it was provided that under cer- 



THE GENERAL CLAUSES IN SPECIFICATIONS. Ill 

tain contingencies the party of the first part would be warranted 
in assuming entire control of the work, and completing it under 
the contract, and for the contractor. His agency in the matter 
being displaced by that of the engineer, because either of 
gross violation of the contract, or for incompetency or unwill- 
ingness to carry it out. That clause provided, therefore, that 
the engineer should under such contingencies be appointed to 
carry out the contract with the party of the second part, in his 
stead, the contract itself, however, still remaining in force, and 
the final settlement to be made in accordance with its terms. 

For a similar set of contingencies as above described, the 
party of the first part may prefer to cancel the contract alto- 
gether, and instead of completing the work under the super- 
vision of the engineer, he may prefer to let a new contract for 
the carrying on of the work. To do this, the contract itself 
must be rescinded or canceled, and in order to give the party 
of the first part the legal authority for doing this, a clause such 
as the following may be inserted. Here all moneys due upon 
the contract at the time the contract is canceled will be for- 
feited to the first party. See article 49. 

In lieu of the exercise of the power hereinbefore given, in 
case of said contractor's default, to employ workmen, pur- 
chase tools and materials, and complete the work, said board 
reserves the right and option, instead thereof, to annul and can- 
cel this contract and relet the work, or any part thereof, and 
said contractor shall not be entitled to any claim for damages 
on account of such annulment, nor shall such annulment affect 
the right of said city to recover damages which may arise from 
such failure on the part of said contractor to fulfill the terms of 
this contract. And in case of such annulment all moneys due 
said contractor, or retained under the terms of this contract, 
shall be forfeited to said city, and be paid to the credit of the 
fund for extending water pipe in said city ; but such forfeiture 
shall, however, not release said contractor, or his sureties for 
the fulfillment of this contract, and said contractor and his 
sureties shall be credited with the amount of the moneys so 
forfeited toward any greater sum that they may become liable 
for to said city on account of the default of said contractor. 

E. K. 



112 GENERAL SPECIFICATIONS. 

98. Workmen's Quarters and Other Temporary 

Buildings. It is usually necessary for the contractor to erect 
temporary buildings for the protection of his tools and machin- 
ery, or for office purposes, and sometimes, when the work is at 
a distance from boarding house facilities, it is necessary for 
him to provide temporary quarters for his labor. The location, 
erection, and removal of such temporary structures should also 
be subject to the approval of the engineer in charge. If tem- 
porary quarters for workmen are not really necessary, it is best 
to prohibit them, at least to prohibit their erection on the prop- 
erty belonging to the party of the first part. The following is 
an example of such a clause: 

The contractor may build such sheds, storehouses, etc., 
as are necessary for the work, but the location of such sheds, 
etc., must be such as will not interfere with the work of other 
contractors, and must be approved by the water commissioner. 
No buildings, sheds, or tents to be used as quarters for work- 
men or teams will be allowed on the city property.* 

M. L. H. 

99. Cleaning up after Completion. In nearly all 

kinds of engineering construction the grounds surrounding or 
along the line of the work are necessarily more or less defaced 
and encumbered by various disturbances of the surface, or by 
refuse and waste material, temporary buildings, etc., and it is 
usually made the business of the contractor on the completion 
of the work to clear up the grounds, and to put them in as pre- 
sentable a condition as practicable. This does not involve any 
grading or removal of earth, unless it be the excess or waste 
which remains on the natural surface from his own excavations. 
It does, however, include the cleaning up of his own work, 
whether it be buildings, foundations, masonry, conduits, pits, 
etc. The following is such a clause written to cover the case 
of waterworks engine pits: 

When the work is completed, all pits, pipes, chambers, 
conduits, etc., shall be carefully cleaned out. The surround- 

♦To which might be added the following: Suitable privy conveniences shall be 
erected, as directed by the engineer, for the use of the workmen, and their use is made 
obligatory. The committing of nuisances is prohibited oa all parts of the premises. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 113 

ing pounds shall be cleared of all rubbish caused by construc- 
tion, all sheds, etc., and left in a neat and presentable condi- 
tion. M. L. H. 

100. Removal of Condemned Material. When- 
ever any material which has been brought upon the ground by 
the contractor has been inspected and rejected by the engineer, 
or his assistants, it should at once be removed from the line of 
the work, in order to prevent its use when the engineer or his 
inspectors are not present. To further insure against the use 
of condemned material by the contractor, it is sometimes 
specified that all such material shall be stored by the contractor 
in a specified place, where it shall be kept under lock and key, 
and under the control of the engineer only. In case the con- 
tractor declines to remove such material from the line of the 
work, or declines to take out any defective work, there should 
be a provision authorizing the engineer to do this at the con- 
tractor's expense. The following clause may be used : 

Defective work and material may be condemned by the 
engineer at any time before the final acceptance of the work, 
and when such work has been condemned it shall be imme- 
diately taken down by the contractor, and rebuilt in accordance 
with the plans and specifications. When defective material 
has been condemned, it shall be at once removed from the line 
of the work, and stored as directed by the engineer, or other- 
wise disposed of to his satisfaction. In case the contractor 
shall neglect or refuse to remove or replace any rejected work 
or material after a written notice, within the time designated 
by the engineer, such work or material shall be removed or 
replaced by the engineer at the contractor's expense. 

M. L. H. 

101. Relations to Other Contractors. Where more 

than one contractor is expected to be engaged simultaneously 
upon the same work, it is well to insert a clause in the specifi- 
cations defining the obligation of each of these contractors to 
the others in certain particulars as follows : 

The contractor is required so far as possible to so arrange 
his work and to so dispose of his materials as will not interfere 
with the work or storage of materials of other contractors 

8 



114 GENERAL SPECIFICATIONS. 

engaged upon the work. He is also required to join his work 
t6 that of others in a proper manner, and in accordance with 
the spirit of the plans and specifications, and to perform his 
work in the proper sequence in relation to that of other con- 
tractors, and as may be directed by the engineer. 

M. L. H. 

102. Provision for Drainage. Where the natural 
surface drainage is likely to be interfered with by the work of 
the contractor, it may be specified that he shall maintain pro- 
vision for such surface drainage during the progress of the 
work, and that he will be held liable for all damages from his 
neglect to comply with this provision. The clause may read as 
follows : 

If it is necessary in the prosecution of the work to inter- 
rupt or obstruct the natural drainage of the surface, or the flow 
of artificial drains, the contractor shall provide for the same 
during the progress of the work in such a way that no damage 
shall result to either public or private interests. For any 
neglect to so provide for either natural or artificial drainage 
which he may have interrupted, he shall be held liable for all 
damages which may result therefrom during the progress of the 
work. 

103. Provision for Public Traffic. If it becomes 

necessary in the prosecution of the work to obstruct the public 

streets or sidewalks, and if it is practicable to carry on the 

work without closing these streets against all traflfic it should be 

specified that 

The contractor shall make suitable and adequate provi- 
sion for the safe and free passage of persons and vehicles by, 
over, or under the work, while in progress. Such provision to 
be made to the satisfaction of the engineer. 

E. A. F. 

104. Contractor to Keep Foreman or Head 
Workman, and also Copy of Plans and Specifications 
on the Ground. Whenever work is visited by the engineer 
or ■ his assistants or inspectors, the plans and specifications 
should be available for examination and if instructions are to 
be given for the further prosecution of the work or for any 
changes or corrections, some responsible person should always 



THE GENERAL CLAUSES IN SPECIFICATIONS. 115 

be present who is authorized to receive such instructions for the 
contractor, as his agent. In this case the instructions given to 
this agent have all the legal force which they would have if 
given directly to the contractor. This clause may read as fol- 
lows: 

At all times when work is in progress, ' there shall be a 
foreman or head workman on the grounds, and also copies of 
the plans and specifications. Instructions given to such fore- 
man or head workman shall be considered as having been 
given to the contractor. 

E. A. F. 

105. Cost of Examination of Completed Work. 

Whenever the engineer desires to examine work which has been 
completed in whole or in part, this examination involving the 
tearing down of some portion of the work, and a corresponding 
expense both in taking down and in reconstructing it, it is only 
fair to provide that in case the work should be found to have 
been performed in accordance with the contract, the cost of 
tearing down and rebuilding should be paid by the party of the 
first part ; but if it should be found that the work had not been 
constructed according to the contract, this cost should fall upon 
the contractor. The following is such a clause: 

Whenever required by the water commissioner, the con- 
tractor shall furnish all tools and labor necessary to make an 
examination of any work completed or in progress under this 
contract. If the work so examined is found to be defective in 
any respect, or not in accordance with this contract and specifi- 
cations, the contractor shall bear all expenses of such examina- 
tion and of satisfactory reconstruction. 

If the work so examined is found to be in accordance with 
the specifications and contract, the expense of examination and 
reconstruction will be estimated to the contractor at a fair price 
to be determined by the water commissioner. 

M. L. H. 

106. Faults to be Corrected at any Time before 

Final Acceptance. It should usually be understood between 
the parties that no act of the engineer or of the inspectors should 
be construed as final acceptance of any portion of the work, 
unless it is specifically so declared in writing by the engineer. 



116 GENERAL SPECIFICATIONS. 

Also that any failure to detect faulty or incomplete perform- 
ance before the time of final acceptance should not be con- 
strued as an acceptance of the work. After the final accept- 
ance by the engineer, the contract is no longer binding on the 
contractor in the way of requiring specific performance, but a 
reservation may be entered in the contract in accordance with 
which, if any defect or fault should subsequently appear which 
was undetected before the time of final acceptance, the party 
of the first part should have the right to recover damages for 
such fault or defect. A clause to this latter effect is not usu- 
ally inserted, but it is legitimate if the circumstances should 
seem to require it. The circumstances might require it when 
the work is of such a character that faults could not readily be 
detected until the works had been put in operation. The fol- 
lowing is an example of such a combined clause : 

Failure or neglect on the part of the engineer or any of 
his authorized agents to condemn or reject bad or inferior work 
or materials, shall not be construed to imply an acceptance of 
such work or materials if it becomes evident at any time prior 
to the final acceptance of the work and release of the contrac- 
tor by the party of the first part ; neither shall it be construed 
as barring the party of the first part, at any subsequent time, 
from the recovery of damages or of such a sum of money as 
may be needed to build anew all portions of the work in which 
fraud was practiced or improper material hidden, whenever 
found. 

107. Surveys, Measurements, and Estimates of 
Quantities not Guaranteed to be Correct. It is not 

usually possible to give in advance complete measurements, 
dimensions, and estimates for all parts of the work. Especially 
is this true of the more detailed dimensions. It should always 
be understood, therefore, that the contractor must be responsi- 
ble for the proper adjustment of the dimensions and details of 
the different parts of the work to each other and that the 
dimensions and figures given on the plans and specifications 
arc always subject to changes during the progress of the work. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 117 

The following clause refers especially to the construction of a 

steel viaduct:* 

Contractors are also required to check all leading dimen- 
sions and clearances as a whole and in detail, the fitting of all 
details, and to become responsible for the exact position and 
elevation of all parts of the work, which will only primarily be 
located by the engineer of the department of public parks. 
They will maintain their own field engineering, that of the city 
being for the purposes of original lay-out, inspection, and 
checking. The contractor must provide and maintain such 
facilities fol* the engineer or his assistants as he may require 
for the convenient examination and inspection of the work in 
progress. He will pay the cost of testing all material in labora- 
tories or shops, and the cost of such mill and shop inspection 
as he may be called upon to perform in addition to that fur- 
nished by the engineer, the selection of such laboratory or 
inspectors being dictated by the engineer, to whom they will 
report. He will furnish such monthly progress photogi'aphs as 
may be required to maintain the record. A. P. B, 

108. The Contract Subject to Interpretation and 
Change by the Engineer in the Following Particu- 
lars: t 

(«) Where meaning is obscure and uncertain. 

(3) As to what is implied beyond that which is specific- 
ally described. 

(c) In case of discrepancies between plans and specifica- 
tions. 

(</) In case changes of plans or methods of work are 
afterwards decided upon. 

Since the engineer is the author of the specifications, he 
evidently is the proper party to interpret their meaning. It 
goes without saying that the specifications and plans should be 
as clear and definite as possible in all particulars, but it is 
quite impossible to free language from many inherent defects, 
neither is it practicable to describe minutely and in detail all 

*In this case both foundations and superstructure formed one contract. If the 
owner should prepare the foundations he must guarantee his surveys and locations M 
be as shown on the drawings, or as described in the specifications. In this case pre- 
vision must also be made for a comparison of the standards of length used by the 
owner and by the contractor. 

t See Arts. 3a, 33, 34, 38 and 39. 



118 ENGINEERING SPECIFICATIONS. 

parts of the work. There will, therefore, usually be some 
uncertainty as to the real meaning of the words used in the 
specifications, or even of the drawings themselves, and many 
of the details of the work must be understood by implication, 
rather than described in either the specifications or the plans. 

Occasionally also by some oversight the plans and specifi- 
cations will not agree. This usually results from changes of 
plan after one or the other has been drawn, such changes being 
made in the one place and not in the other. As a rule the 
specifications control, rather than the plans, and the figures on 
the plans control, rather than the actual dimensions of the 
drawings when taken to scale. The engineer should, however, 
be at liberty to determine what the real meaning was intended 
to be in all cases of discrepancies. 

Very few contracts for large works are carried out from 
beginning to completion without changes being introduced in 
both the plans and in the specifications during the progress of 
the work. These changes may arise from a newly devised 
method or plan which may be considered superior, or from 
unlooked for obstacles met with in the work, or from sugges- 
tions on the part of the contractor himself. They also are 
frequently made in order to reduce the cost of the work, and 
on the other hand are sometimes made in order to improve its 
character. It should be understood, therefore, that the engineer 
has the privilege of making such changes in the plans and 
specifications at any time. 

So far as the engineer may add to the plans or specifica- 
tions by way of interpretation of their true meaning, as in (c) 
and (^), such supplementary and explanatory matter should 
not involve any change in the contract price. 

In the matter of discrepancies, however, between plans 
and specifications, if the contractor can show that he based his 
estimate on one of these to the exclusion of the other, and when 
interpreted by the engineer, he finds he had estimated on a plan 



THE GENERAL CLAUSES IN SPECIFICATIONS. 119 

materially cheaper than that now required, it would he but just 
and right to allow him the difference in the cost, since he had 
the right to suppose that the plans and specifications were in 
accord. 

When changes are introduced in the plans or specifica- 
tions after the contract is let, such changes create a new con- 
tract, and as a matter of course there must be a new agreement 
as to compensation.* Without a special clause authorizing such 
changes neither party could change the terms of the contract 
against the will of the other without breaking it. Furthermore 
without some understanding as to how the compensation should 
be determined for such change in plans or specifications, the 
party of the first part would be at the mercy of the contractor 
in this matter, and he could charge an extravagant price for 
such changes, and there would be no remedy. The following 
is a suitable clause, covering all these matters: 

Said contractor also agrees that said chief engineer shall 
decide as to the meaning and intent of any portion of the fore- 
going specifications, or of the plans, where the same may be 
found obscure or in dispute ; and said chief engineer shall have 
the right to correct any errors or omissions therein, when such 
corrections are necessary to the proper fulfillment of the inten- 
tion of said plans and specifications ; the action of such cor- 
rection to date from the time said chief engineer gives due 
notice thereof. And it is also agreed by said contractor that 
said board may, at any time, make any changes in the location, 
form, dimensions, grades, and alignments, and may make any 
variations in the quantity of the work to be done, as exhibited 
in the advertisement or notice of letting hereto attached, or in 
the form of proposal or bid for said work, and may entirely 
exclude any of the items of work relating to said quantities at 
any time, either before the commencement of the work, or 
during its progress, without thereby altering or invalidating 
any of the prices herein named, or this contract in any other 
respect; should such action diminish the amount of work that 
would otherwise be done, no claim shall be made for damages 
on the ground of loss of anticipated profits on work, so dis- 
pensed with ; and should such action be taken after the com- 
mencement of any particular piece of work, and result thereby 
in extra cost to said contractor, said chief engineer shall certify 
to said board the amount to be allowed therefor, which he shall 

♦See Sec. 38 as to the release of the sureties by such changes, and the provisions for 
changes in the bond itself, on p. 5o9. 



120 ENGINEERING SPECIFICATIONS. 

consider fair and equitable, as between the parties, and his 
decision, when approved by said board,* shall be final and 
conclusive. E. K. 

109. Settlement of Disputes. t While the contract 
lies between the party paying for the work, being the party of 
the first part, and the contractor who does the work, being the 
party of the second part, the contract itself is administered and 
enforced by the engineer, who is usually employed by the party 
of the first part. It is well understood also that the engineer 
is supposed to act always in a strictly professional and admin- 
istrative capacity, that he has no personal interest in favor of, 
or against either party, and that his sole object is to see that 
the contract is faithfully carried out in accordance with its 
express terms and real meaning. It is also recognized that he 
is the most competent person to determine all differences and 
disputes, where these arise between the parties to the contract, 
or between two or more contractors engaged upon the same 
work. It is proper and right, therefore, that he should be 
made the referee in all cases of dispute or misunderstanding, 
and that his position as arbitrator should be made final and 
conclusive in the premises. If it be expressly agreed upon 
between the parties themselves that the engineer shall act in 
this capacity, then his decision does become binding and final 
upon the parties, even to the exclusion of the action of the 
courts, unless it can be shown that the engineer acted through 
prejudice, or ignorance, or fraud. As it is usually very diffi- 
cult to establish a case against the engineer on either of these 
grounds, a clause such as the following usually acts to settle all 
disputes and to keep such controversies out of the courts. 
Honesty and fairness is also so common a characteristic of 
engineers that a clause such as the following is nearly always 
acceptable to both parties, arid very seldom results in injustice 
being done to either party. 

*This decision of the engineer is usually made final and conclusive without 
approval by his principal. 
t See articles la and 13. 



•THE GENERAL CLAUSES IN SPECIFICATIONS. 121 

To prevent all disputes and litigation, it is further agreed 
by and between the parties to this contract, that said chief 
engineer shall be the referee, in all cases, to determine the 
amount, quality, acceptability, and fitness of the several kinds 
of work which are to be paid for under this contract, and to 
decide upon all questions which may arise as to the fulfillment 
of said contract on the part of said contractor, and his decision 
and determination, when approved by said board* shall be 
final and conclusive. Said contractor shall also afford all 
reasonable facilities for access to his work to any other parties 
or contractors who may be doing extra work or be working on 
a section of the conduit adjacent to his own, and any difference 
which may arise between two contractors in regard to their 
adjoining work is to be adjusted by said chief engineer, whose 
decision in the matter shall be final and binding upon both par- 
ties.f E. K. 

110. Extra Work, t While all changes in plans and 
specifications have been provided for in section io8, it is well to 
insert a special clause on the subject of extra work. It is com- 
mon for contractors, on the completion of a piece of work, to 
bring in a bill of extras, which they claim represents work 
which they were asked to perform, and which was not included 
in the plans or specifications, and which was not specially pro- 
vided for by particular agreement with the engineer with the 
corresponding compensation to be paid for it. What the con- 
tractor's ideas or intentions may be on this subject does not 
usually develop until the work has been fully completed 
and the time of final settlement has arrived. In many instances 
it is then too late to determine the exact facts concerning this 
extra work, either because of the incompleteness of the records, 

• See footnote, page 102, 

t In the opinion of the author of this work it is doubtful if a clause such as is here 
given will always stand in a court of law. The reader is referred on this subject to 
Arts. 12 and 13 in the Synopsis of the Law of Contracts. In accordance with the prin- 
ciples there laid down it would seem that the courts will only sustain such a clause as 
the above when it can be shown that the acts of the engineer taken under it have been 
such as a court could properly refer to an expert referee, or to a person presumably 
more competent than the court to determine. In general such questions would be such 
as might be called " Conditions Precedent** to a legal settlement. Such "conditions 
precedent" would include all questions, such as the value of extra work, the amount of 
damages actually sustained from any breach of the contract, the extent of any failures 
to comply with the contract, and all matters which are not so much questions of fact as 
questions of quantitative and qualitative value, which can only be estimated, and which 
the engineer is presumably competent to evaluate. See also Art. 86. 

^See Articles 38 and 3p. 



122 ENGINEERING SPECIFICATIONS. 

or because of the impracticability of making the necessary 
measurements. Such a bill of extras, therefore, brought in at 
the time of settlement is always the source of a certain amount 
of difficulty and irritation, and when the piece of work extends 
over a considerable length of time, such a contingency as above 
described should be prevented by requiring all such bills of 
extras to be presented from month to month. Furthermore, it 
is desirable also that the contractor should reveal to the engi- 
neer his intentions in regard to claims for extras, before such 
extra work is executed. In this case if he will not accept of the 
price fixed by the engineer for doing such work the engineer 
should have the privilege of letting this extra work to another 
party. In this way extravagant prices for such work could be 
prevented, and disputes avoided, and the following is given as 
a good example of such a clause, on a piece of work which 
extended over a considerable period of time : 

No claim for extra work shall be considered or allowed, 
unless such extra work shall have been previously ordered by 
said engineer, in writing. The claims for such extra work, 
when so ordered, shall be presented to such board on or before 
the 15th day of the month following that in which said extra 
work was done, otherwise such claims during that month will 
be forfeited and waived. In case any extra work shall be 
required in the proper performance of the work contemplated 
to be done under this contract, it is understood that said board 
reserves the right to have such extra work done by any other 
person, firm, or corporation than the said contractor, unless an 
agreement upon the prices to be paid for such extra work can 
promptly be reached between said board and contractor. Should 
said extra work be let to any other person, firm, or corporation 
than said contractor, said contractor further agrees that he will 
not, in any way, interfere with, or molest such person, firm, or 
corporation, and that said contractor will suspend such part of 
the work herein specified, or will carry on the same in such a 
manner as he may be ordered by said engineer, so as to afford 
all reasonable facilities for doing such extra work; but said 
contractor agrees to make no claim for damages, or for any 
privileges or rights, other than expressed by this contract, by 
reason of the suspension and the doing of such extra work, 
except for an extension of time to perform this contract, as may 
be certified to said board in writing by said chief engineer, and 
approved by said board. E. K. 



THE GENERAL CLAUSES IN SPECIFICATIONS. 123 

111. Definition of '^Engineer" and * 'Contractor." 
WTiile it is not at all necessary as a rule to define the terms 
"Engineer," * 'Contractor," "Board," etc., it is usually well to 
insert such a definition, to prevent any legal quibble in case 
suit is brought by either of the parties to the contract. In this 
definition also the agency of persons acting for either of the 
principals or for the engineer is also defined. 

Wherever the word "engineer" is used herein, it shall be 

and is mutually understood to refer to and to his properly 

authorized agents, limited by the particular duties entrusted to 
them. 

Wherever the word "contractor" is used herein, it shall be 
and is mutually understood to refer to the party or parties con- 
tracting to perform the work to be done under this contract, or 
the legal representatives of such party or parties. 

E. A. F. 

112. Documents Composing the Contract. While 

in common law all the documents, acts, agreements, public 
advertisements, etc., which relate to or serve to explain the full 
meaning and intent of the contract, are made portions of such 
contract, it is well also to specify particularly what docu- 
ments combine to make what is understood by the parties as 
"the contract." This clause is frequently inserted in the 
enacting agreement, which may or may not precede the speci- 
fications proper. It is here inserted as a clause in the specifi- 
cations, but perhaps more properly belongs in what is sometimes 
designated more specifically as "the contract." The clause 
may read as follows: 

It is understood by the contracting parties that the follow- 
ing documents are essential portions of the complete contract : 
The advertisement, the instructions to bidders, the proposal, all 
drawings, maps, and plans, hereto attached or herein described, 
the specifications, specific contract, and the contractor's bond. 

113. Meaning Understood. It is not unusual for 

contractors to enter a plea, either during construction or on 
final settlement, that such and such parts of the specifications 
were not understood, and that their bids were made under a 



124 ENGINEERING SPECIFICATIONS. 

misapprehension. To prevent the making of such a claim the 
following may be inserted : 

Said contractor hereby admits that he has read each and 
every clause in this contract, and fully understands the mean- 
ing of the same, and hereby agrees that he will comply with all 
the terms, covenants and agreements herein set forth. E. K. 

114. Provision for the Arbitration of Disputes. 

The following provision for reference of disputes to arbitrators 
as a "condition precedent'* to legal action is recommended: 

In the event of disagreement between the company and 
the contractor, they shall submit the matter to arbitration, the 
company choosing one arbitrator, and the contractor one, and 
the two thus chosen to select a third. 

The decision of such arbitrators, or a majority of them, 
shall be made in writing to both parties, and when so made 
shall be binding on the parties thereto. 

The entire expense of such arbitration shall be borne by 
the party against whom the decision is rendered, or in event of 
a compromise decision, shall be borne by both parties in such 
proportion as the arbitrators may decide. Such arbitration 
is intended to avoid litigation and a written offer to submit 
thereto by either party, followed by such arbitration (if said 
offer is accepted and acted upon within twenty (20) days after 
the same is made) shall be a condition precedent to any action 
at law by either party under this contract. R. H. 

114a. No Waiver of Legal Rights. In large and 
complicated work it is well to insert a kind of blanket clause 
against a misconstruction of any act of the engineer, or of his 
assistants, or of the owner, by making such act a bar against 
the final enforcement of the contract in all its parts, not actually 
prohibited by such antecedent acts. The following is a good 
form for such a clause: 

Neither the inspection of the company, engineer, or any 
of its employes, nor any order, measurement or certificate 
by the engineer, nor any order by the company for the pay- 
ment of money, nor any payment for, nor acceptance of, the 
whole or any part of the work of the engineer or company, 
nor any extension of time, nor any possession taken by the 
company or its employes, shall operate as a waiver of any 
provision of this contract, or of any power herein reserved to 
the company, or any right to damages herein provided ; nor 
shall any waiver of any breach of this contract be held to be a 
waiver of any other or subsequent breach. All remedies pro- 



THE GENEEAL CLAUSES IN SPECIFICATIONS. 125 

vided in this contract shall be taken and construed as cumu- 
lative : — that is, in addition to each and every other remedy 
herein provided ; and the company shall have any and all 
equitable and legal remedies which it would in any case have. 

R. H. 

114b. The Use of General Clauses in Engineering 
Specifications. While the general clauses here described 
with illustrative examples may appear to the reader unneces- 
sarily voluminous, their purpose and effect is to clearly define 
the business relations of the parties, and to prevent injustice 
being done to either party. They are also calculated to prevent 
litigation and delay in the final settlement, and if they are able 
to effect these ends they are well worth inserting, even where 
the work to be done is relatively small, and unimportant. The 
engineer should be careful, however, that all such clauses are 
consistent as between themselves, and it is best also to make 
them mutually exclusive. In other words, the same thing 
should not be described or defined in more than one clause, as 
repetitions only weaken the document. Furthermore, no con- 
dition or limitation should be inserted without a full intention 
of strict compliance. If the engineer begins to relax in his 
requirements in one particular, the contractor will not be slow 
to take advantage of such precedents, and to claim similar 
privileges in other directions. If the engineer could know in 
advance who the contractor was to be, many of the clauses here 
offered might be dispensed with, in case the contractor was 
known to be thoroughly honest and competent. The specifi- 
cations are prepared in advance, however, and it is wise to 
assume that the contractor will be a more or less irresponsible 
party, without reputation to sustain, and whose sole object is 
personal gain. It must also be understood that the clauses 
here given are offered only as illustrative examples, and not to 
be blindly copied. The engineer in writing the specifications 
should have clearly in mind what the business relations are 
intended to be, and make his general clauses consistent with 
that conception. He could probably consult other specifica- 
tions, or the clauses as given above, as suggestions and to 
enable him to avoid omitting some essential condition which he 
wishes to insert. It is believed, by the author, that the clauses 
here quoted have the support of the leading members of the 
profession in this country, and that they are well adapted to 
determine the conditions which the engineers who use them 
desired to impose. It must not be supposed, however, that all 
these general clauses would ever be embodied in any one 
specification. 



PART Ill- 
Specific Descriptive or Technical Clauses 
in Specifications. 

115. Essential Features of Good Specifications. 

We now come to consider that portion of any given set of 
specifications which relates to and describes the work itself. 
In writing specifications of this kind, the following require- 
ments should be complied with : 

(<z) The work should be described first as a whole, and 
then in detail. 

(^) Every portion and detail of the work should be 
described in clear and simple language which will be under- 
stood by the contractors who are supposed to bid on the work. 
These descriptions should have reference to the ultimate end to 
be accomplished rather than to the means and methods to be 
employed. It is usually not wise to specify methods unless in 
the opinion of the engineer some particular method is far 
preferable to any other. 

(c) The clauses in the specifications should be made so 
far as possible mutually exclusive. That is to say, no part of 
the work should be specifically described in more than one 
place. Repetition of descriptions tends to weaken the docu- 
ment. 

(d) The specification? should be clear in the matter of 

indicating what is absolutely required without any alternative, 

and what is named as indicating in general the character of the 

product, and in which alternative materials, methods, or results 

will be allowed. If the engineer anticipates that some clauses 

126 



TECHNICAL CLAUSES IN SPECIFICATIONS. 127 

in the specifications are to be rigidly insisted upon, while others 
will not be specifically enforced, this intention or state of mind 
of the engineer should be revealed in the specifications them- 
selves. In other words, the contractor should know in advance 
how the specifications are to be interpreted, so far as it is pos- 
sible to give this information in the specifications. 

(tf) The last named requirement demands that the engi- 
neer should be so familiar with all the details of the work 
described, from actual experience, that he is able to know in 
advance what his decision will be in the various contingencies 
which may arise during the progress of the work. His fore- 
sight in this particular must be complete and distinct, which 
can only be the case when the engineer who writes the specifi- 
cations has had considerable experience in carrying out practi- 
cally the same kind of work. 

(y) In choosing units of measure, in describing the work, 
to be used for determining compensation, only specific and 
definite units should be chosen, or they should be so defined 
as to admit of no double meaning. For instance, to say that 
mortar shall be composed of one part cement to two parts of 
sand comes very far from defining a particular ratio of ingre- 
dients. If the words '*by weight" be added, it still fails to 
define, inasmuch as wet sand is much heavier than dry; or if 
the words "by measure*' be used, this also fails to define, since 
cement may be measured in the original package, where it is 
thoroughly compacted, or it may be dumped and measured in 
a fluffy condition, in which it occupies some 50 per cent, more 
volume. 

(^) The engineer should be familiar with the ordinary 
methods employed by different kinds of mechanics and should 
so design his work as to obtain satisfactory results without 
requiring a much higher grade of work than is customary by 
the mechanics who will be called upon to execute it. It is 
practically impossible with the most thorough supervision and 



128 ENGINEEEING SPECIFICATIONS. 

inspection to get mechanics to vary their ordinary practice 
materially. The failure to recognize this fact often leads 
engineers to specify methods or results which are practically 
unattainable, and this leads either to continual violation of the 
specifications and its accompanying irritations and delays, or to 
an abandonment on the part of the engineer of the strict inter- 
pretation of his own specifications. 

(^) In the matter of materials it is customary to specify 
not the very highest and best the market affords, but such a 
grade of material as would be satisfactory in service, and which 
can be supplied by the standard manufacturers of that partic- 
ular product. In this way the engineer gets the benefit of a 
wide competition, and of a correspondingly low price. The 
minimum requirements for materials, which serves as a criterion 
of rejection determines very largely the cost of the work. If, 
therefore, the engineer in preparing his design bases his calcu- 
lations upon what might be commonly known as good or first- 
class materials, with a minimum limit fairly below this generally 
recognized first-class grade, he will usually obtain a material 
practically as good as the market affords, without being 
obliged to pay an extravagant price for it, and without suffer- 
ing from the delays and troubles caused by the rejection of a 
large proportion of the material furnished. To base a contract 
on the very highest tests known of a given material, and to 
require this extraordinary quality for all the material furnished 
is extremely unwise. 

(e) If possible to avoid it, it is best not to specify a par- 
ticular manufactured product or proprietary article by name. 
If this is done at all, more than one such name should be given 
if possible, and others admitted if shown to be as good as these 
to the satisfaction of the engineer. To limit the materials or 
articles specified to that of a single manufacturer subjects the 
engineer to invidious criticism and suspicion, and it is always 
wise to avoid even the appearance of evil. 



TECHNICAL CLAUSES IN SPECIFICATIONS. 129 

(/) It is not uncommon to specify that the materials fur- 
nished shall be of well known brands, or the products of 
factories or works of established reputation. Similarly it is 
sometimes specified that the contractor himself must show a 
familiarity with the work he proposes to perform. Also in the 
matter of stone, for instance, that it shall be taken from quar- 
ries which have been in long use, the stone from which by 
actual use is known to have good weathering qualities. 

(>^) Before writing the specification, the engineer must 
also have a clearly defined notion as to the amount of respon- 
sibility which is to be placed upon the contractor. If the engi- 
neer prescribes the plan, the materials, and the methods to be 
employed, he, of course, assumes all responsibility so far as 
these are concerned, and he can not in justice make the con- 
tractor responsible for his own faults.* He should always be 
ready and willing to take upon himself such responsibilities 
pertaining to the design as properly belong to the designer. 
For instance, if the contractor is held responsible for the 
results, he must be given a considerable latitude as to methods, 
and if the engineer prescribes the plan, the materials, and all 
the methods to be employed, he can not hold the contractor for 
the results, or for the successful operation of the project, beyond 
the simple faithful performance of the work prescribed. In 
general the entire responsibility for the successful operation of 
the work should rest lipon the engineer. It is only in case of 
extra-hazardous undertakings, which are largely of the nature 
of an experiment, in which no well defined plan is outlined, 
that the contractor is left comparatively free both as to plan 
and execution. It is only in such cases that the engineer is 
warranted in relieving himself of all responsibility, and placing 
the same wholly upon the contractor. There are cases in 
which contractors have, by experience, acquired peculiar 
ability to perform certain kinds of hazardous work, and who 
are willing to undertake the same under a guarantee of suc- 

* See editorial in tbe Engrineering Record, February 17, 1900. 
9 



130 ENGINEERING SPECIFICATIONS. 

cessful execution, under which circumstances, any engineer, 
even of high repute in his profession, would be warranted in 
letting a contract and putting the entire responsibility upon the 
contractor. 

(/) A strong reason for enforcing specifications literally 
and rigidly, instead of accepting some other material or method 
which possibly may be "just as good" is to be found in the 
relation the engineer and owner hold to other contractors who 
bid upon the work. It is to be presumed that these other 
parties have based their estimates on a strict compliance with 
the specifications, and it is possible that the lowest bidder has 
presumed on his being able to substitute cheaper materials or 
methods for those specified. If he is allowed to do this after 
the contract is let, it is evident that the other bidders have been 
discriminated against to their disadvantage and under a species 
of fraud, which should not receive the encouragement of either 
the engineer or of the owner. It is difficult, therefore, to see 
how a cheaper grade of work can properly be accepted in lieu 
of that specified, even though it be "just as good," without 
encouraging this practice of presuming upon a cheaper fulfill- 
ment, and also without treating the other bidders unfairly 
Other things being equal, therefore, it is best to rigidly enforce 
a contract, even though a cheaper material or method might, 
in the opinion of the engineer, be employed with equally good 
results. Or, if a cheaper compliance is allowed, a correspond- 
ing reduction in price should be insisted upon. 

The above are some of the numerous controllmg ideai 
which the engineer should have clearly in mind in the writing 
of a set of engineering specifications. He must know in the 
first place exactly what he wants, and then try to so describe ii 
that others can not mistake his meaning. The general and 
detail plans are usually made before the specifications are 
written, and the engineer has these before him in writing the 
specifications, and makes liberal reference to them. Since 



TECHNICAL CLAUSES IN SPECIFICATIONS. 131 

they are also a part of the specifications, he has the advantage 
of a double language in which to present his ideas, and, if he 
does not succeed in making clear to the proposed contractors 
exactly what is to be done, he should feel that he alone is to 
blame for any misunderstanding. 

116. Speciflcations Accompanying Complete 
Detail Plans. As described in article 17, we have in general 
three classes of engineering specifications, describing the work 
itself, namely: 

Specifications accompanying complete detail plans. 

Specifications accompanying a general plan only. 

Specifications unaccompanied by any plan, and commonly 
known as General Specifications. 

When the specifications are accompanied by complete 
detail plans, these plans are prepared before the specifications 
are drawn, and in this case the specific descriptive specifica- 
tions are largely composed of descriptions of the materials to 
be used, the methods of manufacture and erection, and of the 
results to be accomplished, or of the tests to which the finished 
product is to be subjected. Such complete detail plans are 
always necessary when a particular and definite plan is to be 
carried out. When the work is to be let in open competition, 
and to the lowest bidder it is also usually best to prepare com- 
plete detail plans in order to insure that the bidders will all 
estimate on exactly the same thing, and further, to insure that 
the final product will be satisfactory. In this case the detail 
plans must be duplicated by some of the various methods of 
copying drawings, and in very large and important work 
frequently by photo-lithographing, and these copies of the 
plans submitted along with the specifications to the various 
parties wishing to bid upon the work. If the bidders are 
expected to be those residing in the immediate vicinity, it is 
not so necessary to duplicate these drawings, all the bidders 
being asked to examine the drawings in the office of the 



132 ENGINEERING SPECIFICATIONS. 

engineer. In this case the drawings usually are self-explana- 
tory even to the extent of indicating the materials to be used, 
so that the written specifications need not describe the work as 
to its form and dimensions, but are only descriptive of the 
work in a general way. 

117. Specifications Accompanying a General 

Plan Only. In this case the bidder is asked to submit detail 
plans for the work in submitting his bid, the specifications 
being so framed, however, as to reduce all designs which fully 
comply with these requirements to a common standard of 
value. To accomplish this purpose the engineer must be able 
to foresee practically all the various designs which may be 
submitted, and to anticipate all the advantages in economy 
which are likely to control the preparation of these designs, 
and to make such requirements in the specifications as, when 
complied with, will in his opinion give products of equal effi- 
ciency, capacity, and permanency. In this way the engineer 
gets the advantage of the experience an4 of the inventive genius 
of all the persons bidding upon the work, with the chance 
that he may secure a better design than he himself would 
have been able to prepare, and also one which may cost mate- 
rially less than his own design. As an illustration of this 
kind of specification, we may have a bridge or roof truss of a 
particular general design, the outline drawing showing simply 
the general dimensions, and the location of the members, this 
fixing the general style of truss, which for some particular 
reason the engineer wishes complied with. The contractor is 
then asked to build a truss on these general lines in compli- 
ance with the accompanying written specifications. 

118. Specifications Unaccompanied by Plans, 
Known Commonly as General Specifications. In 
this case no plans whatever are prepared, but only the most 
general requirements to be satisfied. As, for instance, in the 
case of a bridge, the total span, the loads to be carried, the 



ILLUSTRATIVE SPECIFICATIONS, ETC. 133 

character of the stream to be bridged (this determining 
the character of false works required, and often determining 
the character of the superstructure itself), the kinds of 
materials to be used in its construction, the maximum unit 
stress allowed in the various parts, etc. Or if the contract is 
for machinery, the specifications may define the amount and 
kind of work to be done, which fixes the capacity of the 
apparatus. They would also define the efliiciency or economy 
of operation of the plant, and make various requirements in 
regard to the material used, and methods of construction which 
would be supposed to govern its permanency. In this case, as 
in the one preceding, the engineer must have constantly in 
mind in writing the specifications the possibility of complying 
with them with some kind of cheap product which, while 
fulfilling the letter of the requirements of the specifications, 
would not be at all what he hopes to obtain, or what would be 
consistent with the more standard forms of construction. 



ILLUSTRATIVE SPECIFICATIONS OP VARIOUS 
ELEMENTARY PORTIONS OP ENGI- 
NEERING WORK. 

119. Scope and Purpose. It is proposed in the fol- 
lowing articles to give illustrative examples of what is consid- 
ered good practice in describing many of the more common 
elements of engineering construction. The practice pursued 
in discussing the general clauses in engineering specifications, 
of first considering the purpose of the clause, and then giving 
an illustrative example, will be followed here. Frequently, 
however, more than one illustration will be given, and the 
sources from which they are obtained will also be indicated. 
It is thought this arrangement will serve a better purpose than 



134 ENGINEERING SPECIFICATIONS. 

to give a series of complete specifications of various kinds of 
engineering work, without a detailed discussion of the several 
clauses. By the arrangement here used duplication of parts is 
avoided, and the reasons for the particular descriptions can be 
given in their proper connection. These reasons will perhaps 
be more useful to the young practitioner than the particular 
specifications themselves. 



SPECIFICATIONS ON EXCAVATIONS AND 
EMBANKMENTS. 

120. Earth Work, Excavation, and Grading. A 
specification for excavation, or grading, should satisfactorily 
cover the following ground : 

(<z) Location and general description of the work. 

(3) As full a description of the character of the materials 
to be excavated as can be furnished. 

(c) A classification of the materials which will be 
employed, and the methods of measurement. 

(<3?) A description of the lines of limits of excavation and 
fill, including borrow pits, and waste banks. 

(e) The disposition to be made of the excavated materials. 

(y*) The distance to which the material is to be trans- 
ported, commonly included under the general head of "Haul." 

It is always wise for the engineer to determine in advance 
approximately the character of the material to be encountered 
and to give to the contractor the benefit of such information. 
It is not wise, however, for him to guarantee the quality of the 
material to be as indicated, since this furnishes to the contractor 
grounds for claims which the engineer will find it difficult to 
adjust. The character of the material is usually learned 
approximately by borings along the line of the work. In the 
case of railroad work it is not customary to do this, but from 



SPECIFICATIONS ON EXCAVATIONS, ETC. 135 

the general knowledge of the geologic formations, the various 
kinds of materials can be fairly anticipated. 

The specifications should be very explicit and clear beyond 
all possibility of doubt in the matter of grades or classification 
of materials to be encountered, and the methods which will be 
used in measuring the quantities. Innumerable diflSculties are 
constantly arising in the carrying out of engineering specifications 
from misunderstandings on these points. Materials encountered 
in excavation are not only various as to quality, but all grada- 
tions are found, so that it is practically impossible to determine 
where one classification or kind of material ends and another 
begins. In fact two engineers will often classify the same 
materials differently under the same specifications, and there is 
no possibility of determining such questions, except by agreeing 
to abide by the decision of the engineer. It is best not to have 
too many classes of materials, and all kinds of materials are 
usually grouped under three general heads, namely: Earthy 
loose rock^^ and solid rock»* < 

121. Grading. The following specifications for railroad 
grading are used by the Pennsylvania Railroad : 

Under this head will be included all excavations and 
embankments required for the formation of the roadbed ; cut- 
ting all ditches or drains about or contiguous to the road ; the 
foundations of culverts and bridges, or walls; the excavations 
and embankments necessary for reconstructing turnpike or 
common roads, in cases where they are destroyed or interfered 
with in the formation of the railroad ; and all other excavations 
or embankments connected with or incident to the construction 
of said railroad. 

All cuttings shall be measured in the excavations, and esti- 
mated by the cubic yard, under the follow heads, viz: Earthy 
Looie Rock^ Solid Rock. 

Earth — will include clay, sand, loam, gravel and all other 
earthy matter, or earth containing loose stone or boulders inter- 
mixed, which do not exceed in size three cubic feet. 

* In the specifications used on the Chicago Drainage Canal but two classes of 
materials were named, "Solid rock" and "Glacial drift." Where no solid rock was 
anticipated, but one class was named and this was called "Excavation." Sometimes 
more than three classes are recognized and provided for when the grades are distinct 
and well marked. 



136 ENGINEEEING SPECIFICATIONS. 

Loose Rock — shall include all stone and detached rock lying 
in separate and contiguous masses containing not over three 
cubic yards ; also, all slate or other rock that can be quarried 
without blasting, although blasting may be occasionally 
resorted to. 

Solid Rock — Includes all rock occurring in masses exceed- 
ing three cubic yards, which can notbe removed without blasting. 

The roadbed will be graded twenty feet wide in earth cut- 
tings and fifteen feet in fillings, except where otherwise directed 
by the engineer, with side slopes of such inclination as the 
engineer shall in each case designate, and in conformity to such 
depth of cuttings and fillings as may have been or may hereaf- 
ter be determined upon by said engineer. 

Earth, gravel and other materials taken from excavations 
(except when otherwise directed by the engineer), shall be 
deposited in embankments, the cost of removing which will be 
included in the price paid for excavation. All material neces- 
sarily procured from without the road and deposited in the 
embankments will be paid for as excavation only. In procuring 
materials for embankment from without the line of the road, the 
place will be designated by the engineer in charge of the work ; 
and in excavating and removing it, care must be taken to injure 
or disfigure the land as little as possible. The embankments 
will be formed in layers of such depth (generally one foot), 
and the materials disposed and distributed in such manner as 
the engineer may direct, the required allowance for settling 
being added. 

No borrow pits will be opened nearer than four feet from 
base of embankment slope, and will receive same slope as cor- 
responding embankment. All borrow pits will be excavated in 
a regular manner and so as to leave no holes for standing water, 
generally with a descent at bottom to allow free passage of 
water. 

Wherever the excavations furnish more material than is 
required for embankments, the surplus will be used to increase 
width of embankment, or deposited in spoil banks or waste 
piles, as and where the chief engineer may direct. 

The roadbed, in cuts and on banks, to be made in a work- 
manlike manner; to be perfectly even and regular according to 
grade stakes as set from time to time by the engineer in charge, 
and to be exactly of the width directed. 

All slopes to be formed even and straight, according to 
slope stakes, and to such incline as directed in each case. 

All ditches in cuts or along banks to be made of such width 
and grade as the engineer in charge may direct. 

If the contractor shall make excavations or embankments 
in excess of the directed width, tliea such excess shall not be 
paid for. 



SPECIFICATIONS ON EXCAVATIONS, ETC. 137 

Over culverts and behind bridge abutments the embank- 
ments shall be formed carefully, so as to avoid damage to, or 
bulging of, the masonry. Only the best materials will be used 
for this purpose, the same to be deposited in layers of not over 
ten inches thick. The contractor to be responsible for any 
damage to the masonry. 

Contractors, when directed by the engineer in charge of 
the work, will deposit on the side of the road, or at such con- 
venient point as may be designated, any stone or rock that they 
may excavate ; and if, in so doing, they should deposit material 
required for bank, the additional cost, if any, of procuring other 
materials from without the road will be allowed. All stone or 
rock excavated and deposited as above will be considered the 
property of the railroad company, and the contractors upon the 
respective sections will be responsible for its safe keeping until 
removed by said company, or until the work is finished. 

The line of road, or the gradients, may be changed if the 
engineer shall consider such change necessary or expedient ; 
and for any considerable alterations, the injury or advantage to 
the contractor will be estimated, and such allowance or deduc- 
tion made in the prices as the engineer may deem just and 
equitable ; but no claim for an increase in prices of excavation 
or embankment on the part of the contractor will be allowed or 
considered, unless made in writing before the work in that part 
of the section where the alteration has been made shall have 
been commenced. The engineer may also, on the conditions 
last recited, increase or diminish the length of any section for 
the purpose of equalizing or balancing the excavations and 
embankments. 

Whenever the route of the railroad is traversed by public 
or private roads, commodious passing places must be kept open 
and in safe condition for use ; and in passing through farms the 
contractor must also keep up such temporary fences as will be 
necessary for the preservation of the crops. 

The above specification makes no provision for what is 
commonly called *'haul." By ^'haul" is meant an additional 
compensation for carrying the excavated material beyond a 
certain limiting distance. Such a provision usually accom- 
panies a specification for excavation, and may be given in the 
following language: 

The price paid for *' excavation'* in all the several classes 
thereof will be understood to cover and pay for the entire 
expense of its removal by any method whatever, including 
loading, unloading, transportation and deposit in the manner 
prescribed in these specifications, in the places designated by 



138 ENGINEERING SPECIFICATIONS, 

the engineer, provided the haul of the material so transported 
does not exceed ^ ( ) feet, and beyond that dis- 
tance per cubic yard per one hundred (lOo) feet will 

be allowed and paid, for such extra haul, in addition to the 
price paid for excavation. 

122. Excavations Under Water. Excavations made 
under water are usually for the purpose of securing a channel 
for the passage of boats. In many cases the character of the 
material is quite various, and largely unknown. It is proper 
for the engineer to make such investigations as are practicable 
to discover what these materials are, and to about what depth 
the cutting will have to be made, and to give the contractor the 
benefit of such information. It would not be well for him, 
however, to make positive statements as to the character of the 
material, and he should relieve himself in the specifications of 
all responsibility for the information given. The contractor on 
the other hand should inform himself of the nature of the work 
so far as possible, both by personal examination, and by avail- 
ing himself of the investigations of the engineering department. 
The following paragraphs concerning excavations under water 
are' taken from the standard specifications used by Col. O. M. 
Poe, of the corps of engineers, U. S. army. 

All available information in the possession of the United 
States will be given upon application. The United States will 
not guarantee the correctness of its information and will not be 
responsible for the safety of the employees, plant or materials 
used by the contractor, nor for any damage done by or to them 
from any source or any cause. Bidders are expected to satisfy 
themselves as to the nature of the work to be done, and it will 
be assumed that proposals are based upon a thorough under- 
standing of its character. Intending bidders are urged to visit 
the localities of the work, and, by personal inspection and 
inquiry, fully inform themselves as to the present and probable 
future conditions. Navigation shall not be obstructed, and no 
allowance or concession will be made for any lack of informa- 
tion on the part of the contractor regarding the work. The 
price bid shall be full compensation for furnishing all necessary 
labor, materials, and appliances of every description, and for 
doing all work herein specified to the satisfaction of the engi- 



SPECIFICATIONS ON EXCAVATIONS, ETC. 139 

neer officer in charge, and shall include all risks and delays of 
whatever nature attending the execution of the work. 

The work comprises the improvement of two shoals in 
St. Mary's River, Michigan, above the canal. The upper 
shoal lies northwesterly, and the lower shoal northeasterly from 
old Round Island Light House. 

The work to be done consists in excavating a channel 
within the side and end lines prescribed by the U. S. Agent in 
charge, said channel to have a bottom width of 300 feet, and a 
total length of about 3,000 feet, the estimated excavation being 
90,000 cubic yards, bank measure, more or less. The greatest 
distance to the dumping ground will not exceed two miles, and 
the average distance will not exceed one mile. 

The material to be removed consists of boulders, clay, 
sand, gravel, and possibly hard pan, all in unknown propor- 
tions.* 

The bottom of the completed cut shall be in a plane 25.32 
feet below the upper surface of the coping of the lock of 188 1 
in St. Mary's Falls Canal, the face of excavation probably 
varying from scraping to 5 feet. 

No payment will be made for excavation below 22 feet 
depth of water. All excavations within the specified side slopes 
and between 21 and 22 feet depth of water will be paid for at 
half rates in the final estimates. 

Proposals will be received for bank measure only. For 
the monthly estimates 30 per cent, will be deducted from scow 
measurements, but the total of the estimates made for the upper 
shoal will never exceed the total of the estimates made for the 
lower shoal, until all the required excavation has been finished 
at one of the shoals, and an equal amount of excavation has been 
done at the other. t O. M. P. 

*In letting this work all materials were entered in one class, even though it were 
solid rock. In this particular instance no solid rock was anticipated, and hence it is 
not mentioned in the list of materials to be encountered, but in other sections solid 
rock was anticipated, and was so entered in the list of materials, but the proportion in 
each class was left for the contractor to estimate as best he could from the investiga- 
tions made by the engineering department, and such additional borings as he might 
make himself, there still being but one price per cubic yard for all materials. The 
responsibility of the contractor in this connection is fully defined, however, in the 
extract given above. 

tThis work was let by the cubic yard as measured in bank. That is from sound- 
ings taken both before and after the excavation between the side lines indicated, and 
above the depth of 21 feet. Material excavated below the depth of 21 feet and above 
the depth of 22 feet was paid for at half rates. Any excavation below the depth of 22 
feet was not paid for at all. Neither were the excavations made outside the side 
boundaries. In other words the material was paid for in cut as it would be described 
in earthwork out of water. The reason for requiring the work on one shoal to be 
fully completed before an equivalent sum is paid for the other is to insure the comple- 
tion of the work. If a small amount of material had been left above the 21 foot line in 
various places, the excavation of these scattered portions would be very expensive per 
cubic yaid, and if the contractor had already received the major part of his compensa- 
tion it might be difficult to induce him to finish up the work properly. 



140 ENGINEERING SPECIFICATIONS. 

123. Specifications for Measuring Quantities 
Excavated Under Water by Weight and Displace- 
ment. The following specification is taken from the U. S. 
Engineer Corps specifications for excavation in the James 
River, and they illustrate another method of determining 
amount of material excavated. In this case the soundings in 
the river are only used for determining when the excavation 
has been completed to the proper depth, and to prevent excava- 
tion beyond a limit of over-depth. 

Classification. — Mud, sand, clay, and gravel, under the 
class '-''earth excavation^''* will include those materials, however 
hard or compact they may be, the gravel to include pebbles up 
to three inches in diameter. '''-Cobble'^ will include stones up 
to three cubic feet. '"''Soft Rock'' will include any rock in 
place which can be removed by dredges without blasting, 
although, for economy in removal, blasting is resorted to, and 
will include the disintegrated rock found for two or three miles 
below Richmond. '-''Solid Rock'' will include rock which 
rings under the hammer, boulders measuring over three cubic 
feet, and other rock which, in the opinion of the Engineer 
officer in charge, can not be removed without blasting. When 
soft and solid rock occur together, in strata or otherwise, the 
amount of each will be ascertained by the inspector after the 
material is placed on lighters. Mixed classes of material must 
be separated by the contractor, at his expense, for measure- 
ment by displacement as the lighters are unloaded at the place 
of deposit. 

Unclassified Rock. — In place of biciding on soft and 
solid rock separately, an alternate bid may be submitted for 
unclassified rock., which will include all material described in 
these specifications as rock, whether soft or solid. The bid 
will be for the ton of 2,000 pounds, and the weight will be 
ascertained by displacement, as hereinafter described. The 
bidder on this class will specify a price for extra haul ^er ton 
of 2^000 pounds. 

Should the bid for unclassified rock be accepted on any 
section, the price per ton will be stated in the contract in lieu 
of those for soft and solid rock. On such section the con- 
tractor must begin the excavation of areas known to be of solid 
rock in part, with other areas, as directed by the Engineer, 
and continue their excavation, or accept an equivalent reserva- 
tion in tons, according to the relative cost of excavating soft 
and solid rock, to be determined by the Engineer, until such 
solid rock excavation is made. 



SPECIFICATIONS ON EXCAVATIONS, ETC. 141 

Measurement of Excavation. — All materials excavated 
in the two and a half miles below Richmond and at Drewry 
Bluff will be measured on deck lighters by displacement of 
water taken at 62 pounds per cubic foot. The basis of meas- 
urement for "solid rock" will be 155 pounds and of soft rock 
120 pounds, and of other classes 120 pounds per cubic foot, 
until otherwise ascertained at the instance of either the Engineer 
or the contractor. These "other classes" will then be loaded 
on deck lighters (with gauges attached) whose cubic feet of 
submergence has been ascertained for each tenth of a foot. 
The load will be put on in shape suitable for accurate measure- 
ment by cross sections, at the expense of the contractor, and in 
such manner that the plane of submergence will be parallel to 
the deck of the lighter, as near as may be. The difference in 
cubic feet of submerged section, light and loaded, at 62 pounds 
to the cubic foot, will be considered the weight of the measured 
load. The lighters must be kept bailed out, and will be con- 
sidered loaded with the same weight when afterward sunk to 
the same gauge readings. The proportion of a partial to a full 
load will be determined by the ratio of the displaced volumes 
of water. 

The Engineer may measure the displacement of empty 
lighters at his discretion, and the contractor must free them 
from water at his own * expense whenever requested by the 
inspector for the purpose of determihing their loads. 

Dumping Lighters will not be allowed in transporting 
materials excavated at Drewry Bluff or above, but can be used 
for material excavated at Harrison's Bar and Goose Hill Flats. 

Where dumping lighters are used measurements will be 
made by the capacity of the pockets. 

Decision as to Quantities. — The duty of determining 
the quantity of material caiTied in or on lighters will be per- 
formed by inspectors appointed by the Engineer in charge, and 
the decision of such inspectors, acting under the orders of the 
Engineer, as to the amount of material excavated and removed, 
as well as to its place and manner of deposit, shall be final and 
without appeal on the part of the contractor. 

Over-Depth. — No allowance will be made for dredging 
more than twelve inches below the required depth or outside 
the limits of the channel as marked by stakes or ranges, unless 
such additional depth is necessary to break up strata of rock or 
cemented earth. Increased depth will be allowed in such cases 
if authorized by the inspector, acting under the direction of the 
Engineer. If a deficiency in depth is found the contractor 
must re-excavate the bottom until the required depth is 
obtained. 



142 ENGINEERING SPECIFICATIONS. 

Dumping. — Excavated material will be the property of the 
United States and be disposed of strictly in accordance with 
instructions from the inspector. W. P. C. 

124. Specifications for an Earthen Dam. The 
following specification for an earthen dam across a stream for a 
storage reservoir for irrigation purposes is a fair illustration of a 
method of writing the specifications for such a purpose. It is 
sufficiently elastic to allow the engineer great discretion in the 
matter of adapting the methods to the particular material 
encountered, while at the same time it gives to the contractor a 
fair idea as to the amount of work which will be required of 
him, and therefore as to its approximate cost. This is really 
all he cares to know at the time he makes his bid. 

The object in the mind of the engineer in writing this 
specification was to make as impervious a dam as possible with 
the materials which were known to exist in the immediate 
vicinity, without making the cost extravagant. The earthwork 
was well insured against overflow by having a very long spill- 
way across the dividing ridge between this and an adjacent 
drainage basin some distance above the dam. 

Specification for an Earthen Dam: — After the work 
has been staked out, the top soil and all vegetable matter shall 
be wholly removed from the area of the work. This area shall 
be cleared to the satisfaction of the engineer, and no allowance 
will be made therefor. The material removed, which is suffi- 
ciently free from vegetable matter, may afterwards be used for 
building the outer toe of the dam. 

The sides of the valley shall be terraced or stepped with 
risers one foot high, over the whole area of contact with the 
dam. These terraces shall also have offsets horizontally as 
shown in the sketch. They shall be cut to the depth indicated 
by the engineer, and the material excavated will be paid for as 
excavation. 

A trench shall be opened from the surface to and into the 
gravel stratum, of the dimensions as shown on the drawings, 
being about i6 feet wide at the surface, and about 6 feet wide 
at the bottom. This trench extends the entire length of the 
dam and up to the side slopes ; it extends to the rock after the 
gravel stratum is passed. This work will be paid for as exca- 
vation. 



SPECIFICATIONS ON EXCAVATIONS, ETC. 143 

A puddle core wall extends the whole length of the dam, 
being 6 feet wide at the bottom of the trench, which averages 
about 20 feet below the surface of the ground, averages about 
16 feet wide at the surface of the ground, and is 6 feet wide at 
a point 4 feet below the top of the dam. 

This puddle core is to be a mixture of clay and the grav- 
elly sand such as found in the gravel stratum (all of the gravel 
to be such as will pass through a 3 inch ring), in about equal 
proportions. These two kinds of materials will be spread in 
alternate courses about 3 inches thick. The clay courses will 
be harrowed sufficiently to pulverize the hard clods, using a 
disc harrow, or such other machine as may be satisfactory to the 
engineer. A gravel course will then be laid and this harrowed 
until it is thoroughly incorporated and mixed with the clay. It 
shall then be wet down and allowed to stand until it is in a 
proper condition for compacting, when it shall be rolled thor- 
oughly, to the satisfaction of the engineer, with a grooved roller 
weighing not less than 150 pounds to the lineal inch along the 
axis of the roller. 

On this shall then be laid another 3 inch layer of clay, 
which shall be pulverized by harrowing, to be followed by a 3 
inch layer of gravel, harrowed, wet down and rolled, as before 
described, and so on. If, in the opinion of the engineer, it is 
deemed advisable, or desirable, the clay for the puddle shall be 
pulverized dry before it is spread on the dam. 

The above describes, in a general way, the amount of 
work which will be required to be done on the puddle core of 
the dam, but the particular operations are made subject to any 
changes which the engineer may choose to make, in the inter- 
est of a more effectual mixing or compacting of the materials. 
The general drawings show the probable depth to which the 
puddle wall will be carried, but the depth shown is not to be 
considered as exact nor final, as it may be varied according to 
the character of the ground developed by the excavation. 

All that part of the dam on the up-stream side of the core 
wall shall be made of such clay material as the engineer may 
select from that overlying the gravel stratum in the immediate 
vicinity below the dam. It is thought that at least half of this 
overlying clay is suitable for this purpose. It shall be thor- 
oughly incorporated with the upper clay underlying the dam by 
first plowing up the surface, after the top soil has been removed, 
and rolling down again as described below. This plowed 
upper surface, and also the clay fill, shall be pulverized in 
courses not over 6 inches thick, by harrowing or rolling, or both, 
before wetting down. It shall then be wet down thoroughly 
and allowed to stand until it is in a proper condition for most 
effectual compacting. It shall then be rolled to the satisfaction 
of the engineer, and in accordance with his directions, with a 



144 ENGINEERING SPECIFICATIONS. 

grooved roller weighing not less than 150 pounds per lineal 
inch of roller, measured along its axis. 

All that part of the dam below the puddle core wall shall 
be filled with the surface clay in the immediate locality below 
the dam. - It shall be laid in courses not over 6 inches in 
thickness, harrowed and rolled dry to the satisfaction of the 
engineer. It is the intention to make as compact a mass of this 
portion as possible without wetting down. 

J. &F. 

125. Specifications for OofCer-Dams. The follow- 
ing specification for the construction of coffer-dams, and for 
the methods of paying for the same is taken from a recent U. 
S. Engineer Corps specification for the building of a navigation 
lock and dam on the Great Kanawha river, West Virginia. It 
illustrates how such specifications may be drawn and the work 
paid for in an equitable manner, and how bids may be made 
up upon such work without assuming extraordinary risk, and 
without knowing much of the nature of the material to be 
excavated or of the depths to which the construction will 
extend. 

Haw Built. — The coffer-dams will be built as shown gen- 
erally by the drawings exhibited and as directed by the engi- 
neer. They will be formed of cribs sunk to hard pan, sheathed 
with plank and filled with heavy-dredged river-bed material 
not liable to wash. They will be thoroughly banked on the 
outside with clay puddling, or like material, of quality and 
quantity to make them sufficiently water-tight to be pumped 
out. The crib-filling and the banking outside will be pro- 
tected to such an extent, as directed, by a top layer of loose 
stone. 

As the work within the different sections of the coffer- 
dams for the dam is finished, the ends of the next section of 
coffer will, when required, be made of square sawed timber, 
rods, upright plank and puddle, built across and near the end 
of the finished part. Similar timber and plank bulkheads will, 
also, if ordered, be built by the contractor between the coffer- 
dam for the lock and the lock wall, to form part of the first 
section of coffer-dam for the navigation pass and elsewhere in 
making coffer connections as the engineer may require. 

How Paid Por, — The United States will pay the con- 
tractor for the dredging and excavation for the site of the coffer- 
dams his contract price for "Excavation." For logs and 
sheathing used, he will be paid his contract prices for "Crib 



SPECIFICATIONS ON EXCAVATIONS, ETC. 145 

Logs in Coffer-dam" and "Sheathing." For material used to 
fill the coffer-dam cribs, he will be paid his contract price for 
"Coffer-dam Filling." The plank and sawed timber used in- 
the coffer-ends or bulkheads will be paid for as "Sheathing," 
and the puddle in same as "Coffer-dam Filling." It is under- 
stood that all labor, all banking, puddling and stone used on 
the outside of the cribs, the spikes and bolts and all material 
not mentioned, required in the construction of the coffer-dams, 
shall be furnished by the contractor without cost to the United 
States. The coffer-dams must be promptly banked to full 
height. No payment will be made for logs or filling above 
the level of the top of the lowest part of unfinished banking. 
No payment will be made for any coffer-dam materials carried 
off by the river or lost in any manner during construction. All 
repairs to the coffer-dams or their adjuncts must be borne by 
the contractor. 

Removal. — The contractor will be required to remove the 
coffer-dams and their belongings at his own cost. The time 
and manner of the removal of the coffer-dams, or any parts of 
them, and the place to deposit the materials, to be prescribed 
by the engineer. 

Ownership. — It is understood and agreed that the pay- 
ments for excavation, logs, sheathing and filling, as provided 
for above, shall cover the entire cost of the coffer-dams to the 
United States, and by virtue thereof they shall become the 
property of the United States, in case of the failure or annul- 
ment of this contract. 

Dredges and Pumps. — In building the coffer-dams the 
contractor will be required to employ, at the same time, not 
less than two suitable steam dredges at excavating and filling; 
and for pumping the coffer-dams he must keep at least three 
good sufficient pumping outfits, with pumps, engines and boats 
complete, in, or always ready for, operation. The dredges 
must be equipped to do effective work to a depth of 28 feet. 

W. P. C. 

126. Specifications for Protective Work. It is 

customary for engineers to require the contractor to protect his 
work from all causes, such as landslides, rainfall, floods, 
ground water, quicksand, etc., without any special compensa- 
tion therefor. In all such cases the contractor, of course, will 
build his temporary protective works as cheaply as possible, 
and often will not provide that degree of protection which the 
engineer may think is necessary and wise. A fair division of 

the responsibility and cost of such protective works between the 
10 



146 ENGINEERING SPECIFICATIONS. 

contractor and owner is therefore desirable, and the following 
specifications taken from those used on the new Croton Dam of 
New York City, in 1892, are offered as a very excellent solu- 
tion of this problem. 

It will be noted that the cost of such protective works as 
the engineer might consider necessary is to be paid for by the 
citv at the standard prices per unit of measure named in the 
bid, and the engineer is given control of the design and general 
character of such works. The responsibility for the efficient 
execution of such works, however, is made to rest upon the con- 
tractor by holding him responsible for all damages caused by 
their inefficiency, except in one instance of an unprecedented 
flood in the Croton river. In which particular case the damages 
are to be duly appraised and paid for by the city. 

It will also be noted that the taking care of the ground 
water by pumping rests wholly upon the contractor without 
special compensation. 

The contractor shall do all other work needed to protect 
his work from water ; he shall erect all temporary dams, coffer- 
dams, sheet piling and other devices, take care of the river, and 
shall be responsible for all damage that may be caused by the 
action of water, whether from negligence or any other cause. 
Such damage is to be repaired, and the work must be restored 
and maintained at his cost. 

All earth and rock excavation, masonry, timber and other 
work, temporary or permanent, for the purpose of protecting 
the work from the river, provided that they are ordered or 
approved by the engineer, are to be paid for at the prices stip- 
ulated in this contract. All work of this character is to be 
removed by the contractor at his own expense, if so ordered by 
the engineer. 

The responsibility of the contractor as to damage caused 
by the inefficiency of the protective work shall cease, however, 
if such damage is caused by the river at a time when the flow 
of the river attains such volume as will cause it to rise to a 
height of more than eighty-one inches above the stone crest of 
the present Croton dam, such height being the greatest recorded 
by the city authorities. 

Such damage as may be caused under the circumstances 
just stated shall be repaired by the contractor as soon as practi- 
cable, under the direction of the engineer, who shall appraise 



SPECIFICATIONS ON EXCAVATIONS, ETC. 147 

the cost of such work of repairs, and the amount of the same 
shall be paid to the contractor on the certificate of the engineer 
that the work has been completed to his satisfaction ; and, after 
such certificate shall have been issued, the contractor shall again 
become responsible for all damage that may be caused by the 
action of the water, in the same manner as is specified above. 

If such appraisal of the engineer is not satisfactory to the 
contractor, the said contractor shall so state in writing to the 
aqueduct commissioners, and, thereupon, a board of arbitra- 
tion, composed, first, of the chief engineer, or of such other 
person that the aqueduct commissioners may designate; second, 
of a person selected by the contractor; third, of another person 
to be designated by the other two, shall proceed to appraise the 
cost of such damage, and their decision shall be final and bind- 
ing on both parties, provided it is the unanimous decision of the 
three members of the said board ; but if the said decision is not 
unanimous, the appraisal of the chief engineer shall stand and 
become final and binding to both parties.* And, on the cir- 
tificate of the aqueduct commissioners that the said appraisal 
has been made in accordance with the stipulations of this 
agreement, the amount of said appraisal shall be paid to the 
contractor. And the said appraisal, whether made by the chief 
engineer or by the said board of arbitration, shall include only 
the cost of the actual work done to repair the damage, and shall 
not include any alleged loss of profit or other loss due to the 
delay caused by such repairs, but an extension of time shall be 
granted to the contractor for the performance of his contract, 
equivalent, in the opinion of the engineer, to the loss of time 
due to the interruption of the operations of construction on 
account of the said work of repairs. 

The contractor is to do all the draining and pumping which 
shall be necessary for keeping the work free from water, and if 
at any time the engineer is of the opinion that, in order to 
maintain the slopes and sides of the excavations in proper 
order, it is necessary to remove the water from the ground out- 
side of the limits of the excavations, the contractor shall, at his 
request, sink the necessary pipes or wells to intercept the water, 
and place, maintain and work such pumping or other exhaust- 
ing apparatus as shall be sufficient to properly maintain the 
said slopes and sides. 

The cost of furnishing the necessary appliances and 
machinery, of working them, and of doing all the work con- 
nected with draining and pumping operations, is to be included 
in the prices bid for the various kinds of work which the drain- 
ing and pumping operations are intended to protect. 

A. F. 

•This Is a new departure in arbitration proceedings, but it has many things t« 
recommend it. — Author. 



148 ENGINEERING SPECIFICATIONS. 

SPECIFICATIONS FOR CEMENT MORTAR, CON- 
CRETE, AND MASONRY. 

(For U, S. Engr. Corps Specifications see appendix B., p, 5173 

127. Cement Mortar.* There are in general two 
kinds of cement in common use in America, namly, Portland 
or artificial cement, and Natural cement. Portland cement is 
an artificial mixture of lime and clay properly burned and 
ground. Natural cement is made by burning the natural rock 
which contains approximately the proper ingredients, and 
gi'inding the calcined product. Portland cements are known 
by their various manufacturer's names or brands, and are mostly 
imported from Germany, France, and England. Recently a 
number of manufactories have been established in America. 
Natural cements are usually known under a geographical name, 
indicating their place of manufacture, as Rosendale cement, 
made on the Hudson river; Louisville cement, made on the Ohio 
river in the vicinity of Louisville ; Utica cement, made at Utica 
in the northern part of the state of Illinois ; Milwaukee cement, 
etc. In general the Portland cement costs about three times as 
much as the natural cements and it has three or four times the 
strength of these. It is common to require a tensile strength 
of from 300 to 400 pounds per square inch for Portland 
cements, which have hardened one day in the air and six days 
in water, and about lOO pounds per square inch tensile strength 
for natural cements, similarly treated. The Louisville cement 
is quick setting, and a very fair test may be obtained of its 
strength in twenty-four hours, in which case a tensile strength 
of from 60 to So pounds per square inch may be specified, the 
briquettes being allowed to remain one hour in the air, and 
twenty-three hours in water. 

♦ The reader is referred to the author's work on Tlu Materials of Construction, (J, 
Wiley &. Sons, New York), for an extended description of the methods of manufacture 
of the different kinds of cement, the theory of their setting and hardening, the standard 
methods of testing cements and mortars in this and in other countries, and various 
proposed improvements in these methods. The manufacture of Portland cement has 
increased so rapidly in America within the last few years that it would seem we would 
toon be able to make all we require. The quality of the American cement is also fully 
np to that of the best foreign brands. 



SPECIFICATIONS FOR CEMENT, MORTAR, ETC. 149 

The strength of cement and cement mortar depends 
greatly on the fineness of the cement. This is usually tested 
by passing it through a sieve of from 50 to 100 meshes per 
lineal inch, having from 2,500 to 10,000 meshes per square 
inch. The 100 mesh sieve is much to be preferred, and is 
usually specified in the case of Portland cement, since proba- 
bly only the particles v^'hich would pass through such a sieve 
are really efficient or active in the process of hardening, the 
coarser parts being inert, or as so much sand.* 

A cement mortar is a thorough mixture of sand with 
cement, first in a dry state, usually in the proportion of one of 
cement to two of sand by measure, with natural cements, and 
one of cement to three or four of sand when Portland cement 
is used. After these ingredients have been effectually mixed, 
sufficient water is added to reduce the composition to the desired 
consistency. It is important that the sand should be clean, or 
free from all earthy ingredients. It is common also to specify 
that it shall be sharp ; that is to say, the grains should not be too 
much rounded. Ocean beach sand is apt to be very much 
worn, and not sharp in this sense. River or bank sand is 
usually preferred on this account. 

In specifying the proportions of sand and cement to be 
used in making up a cement mortar, it is customary simply to 
name so many parts of sand to one part of cement, by meas- 
ure. It would, as a rule, be inconvenient to determine this 
ratio by weight, but a determination by measure is- subject to 
serious objections. For instance, a barrel or original package 
of cement, when dumped or turned out upon a mixing platform 
in a loose and fluffy condition will have nearly 50 per cent, more 
volume than it had in the original package. It is necessary^ 
therefore^ in order that the meaning of the specifications shall 
be clear ^ to indicate whether the proportions by volume shall 
be taken with the cement in the original package ^ or in a loose 
state, after having been emptied from, such package. It is per- 

*It is now known (1898) that only those particles of cement which are impalpable 
dust, and finer than can be tested by any sieve, are the active portions in the process of 
hardening. The grains of sensible size simply serve as so much sand. 



150 ENGINEERING SPECIFICATIONS. 

haps more convenient to measure the cement after it has been 
emptied from the original package. In any case the engineer 
should decide which Tnethod he proposes to adopts and reveal 
this decision in the specifications themselves. It is not suffi- 
cient to say that one barrel of cement shall be used for so many- 
barrels of sand, thinking thus to have the cement measured in 
the original package, since American cement is commonly de- 
livered in sacks, and to get it into a barrel it would require the 
measurement of the cement in a loose condition. One barrel or 
four bags of cement may be taken as equal to four cubic feet 
in volume. The following specification for the making of 
cement mortar is satisfactory in every respect, except that it 
does not indicate whether the cement is to be measured in the 
original package, or in a loose condition. 

Mortar shall be composed of one measure of cement and 
two measures of sand, and shall be mixed on a tight platform 
as follows : One measure of sand shall be evenly distributed 
on the platform ; and one measure of cement shall be distributed 
on the sand, and a second measure of sand shall be distributed 
on the cement. The sand and cement shall then be thoroughly 
mixed in a dry state, being turned over with shovels until this 
is accomplished. Water shall then be added in a sufficient 
quantity to convert the sand and cement into a mortar which 
will stand in a pile and not be fluid enough to flow. During 
the application of the water the mass must be constantly turned 
with shovels, so that the mortar will be of uniform consistency. 

O. B. 

For determining proportions of cement and sund the fol- 
lowing specifications of the Boston Water Works is recom- 
mended : 

In preparing mortar and concrete, the cement, sand and 
stone shall be mixed in the proportions by volume herein 
specified. The cement shall be measured when so compacted 
that 300 pounds of dry natural cement or 3S0 pounds of dry 
Portland cement have a volume of 3.6 cubic feet. The sand 
and stone shall be measured when not packed more closely 
than by throwing them in the usual way into a barrel or box. 

128. Cement Concrete. * Cement concrete is usually 
composed of cement mortar as described in the previous article, 
mixed with broken stone. It may, however, be composed of 
cement mortar mixed with gravel. If gravel can be procured 
free from earthy matter, varying in size from coarse sand to 

*For complete specifications for a Concrete and Steel Bridge, by Edwin Thatcher 
see Engineering News, September 21, 1899, p. 184. 



SPECIFICATIONS FOE CEMENT, MOBTAR, ETC. 151 

stones not more than about two inches in diameter, it would 
serve a better purpose in the manufacture of concrete than does 
broken stone. Experiments have shown also, that when stone 
is broken in a stone crusher and not screened, so that all the 
finer parts remain in, including the stone dust, a stronger con- 
crete results than with the use of the same quantity of screened 
stone. 

The ideal cement concrete is such a mixture of material of 
graded size, from the largest used down to the finest sand, as 
will make a nearly solid mass, when properly mixed. This 
may then be solidified by uniting with it such an amount of 
finely ground cement as will serve to completely coat each and 
every particle of sand, gravel, or stone, and fill the small voids 
remaining after the graded materials have been thoroughly and 
uniformly mixed. Since crushed rock is always angular it will 
be often impossible to make as solid a concrete mass with it as 
can be made by the use of gravel. When gravel is used it is 
best to have it screened to a series of regularly graded sizes, 
and then such proportions of each successive smaller size used 
as will serve to fill the voids in the larger size. The cement 
finally fills the voids between the small sand grains. 

The sand and cement should always be very thoroughly 
mixed dry, then the coarser material should be thoroughly wet 
and the excess of water drained off, after which the mixed sand 
and cement should be incorporated with the moistened gravel 
or rock, and a sufficient amount of water added while the mix- 
ing is in progress as will reduce the entire mass to the proper 
consistency. The most effectual mixing can be done by 
machinery, but it is more commonly done by hand. Perhaps 
the best cement mixer is a cubical box mounted on trunions at 
its diagonally opposite corners into which the proper propor- 
tions of the constituent parts, including the water, are placed 
and the whole given a certain number of revolutions. There 
are various kinds of continuous mixtures into which the proper 



152 ENGINEEKING SPECIFICATIONS. 

proportions of the several ingredients are thrown somewhat at 
random, and from which the concrete is supposed to continu- 
ously fall upon the work in a properly mixed condition. This 
method is probably fully equal to hand mixing, but is not as 
satisfactory as the use of the cubical box above described. 

Concrete should always be laid in courses of from six to 
nine inches in depth, and thoroughly rammed in place in order 
to compact it effectually. If several courses are to be laid in 
order to obtain the required depth of concrete, one course should 
follow another as rapidly as possible^ in order that they may 
become effectually joined, and form finally one monolithic 
mass, The amount of water should be just suficient to 
cause it to flush to the sttrface by hard rammiiig. When the 
work is interrupted at the end of a day, and other courses of 
concrete are to be laid the following day, and especially when 
Sunday intervenes, the top of the concrete should be covered 
and kept wet, and when the next course is laid the top surface 
of the former should be thoroughly water soaked, and all 
earthy matter removed from it. 

Masonry or other heavy weights should not be laid upon 
concrete until it has been allowed to harden, usually as much 
as twenty-four hours. In the case of quick setting natural 
cements, however, twelve hours may be sufficient. 

Since successive freezing and thawing will prevent the 
ultimate hardening of cement mortar, it is customary to pre- 
scribe that no masonry or concrete in which cement mortar is 
employed shall be laid in freezing weather. It is a well estab- 
lished fact, however, that Portland cement mortar is not injured 
by freezing if it remains in a frozen condition for a considerable 
length of time. Again, when the temperature is not too low, 
but below freezing, freezing of the mortar may be prevented 
by adding salt to the water in making the mortar, or the ingre- 
dients of concrete may be heated so that the concrete will have 
set before freezing can take place. 



SPECIFICATIONS FOR CEMENT, MORTAR, ETC. 153 

The following specification for cement concrete includes 
as a constituent part of it the specification for cement mortar in 
the previous article. That which is given below is supposed 
to follow directly upon the previous quotation, the whole con- 
stituting a specification for cement concrete. 

The broken stone shall be wetted down and then thor- 
oughly mixed with the mortar by turning it over with shovels ; 
no more stone shall be used than can be covered on all surfaces 
with mortar, and the proportion of broken stone in the concrete 
must not exceed five measures of stone to one measure of 
cement. All material must be actually measured in bulk. 

Concrete must be mixed in small and convenient quantities 
and immediately deposited in the work. It must be carefully 
placed, and not dropped from any height. It shall be laid in 
sections, and in horizontal layers not exceeding nine (9) inches 
in thickness, and it must be thoroughly rammed until the stone 
is covered with mortar and a film of water appears on the 
surface. In no case shall concrete be permitted to remain in 
the work if it has begun to set before the ramming is com- 
pleted. When concrete is properly made the whole mass 
becomes one stone when it has set, and it is very important 
that it shall be deposited continuously in the work. All sur- 
faces upon which concrete is to be laid must be wetted before 
the concrete is deposited. Plank or timber forms must be 
provided when necessary to confine the concrete to the shape 
and dimensions shown on the plans. 

Before any weight is placed on concrete it shall have as 
much time to set as can conveniently be allowed, and in no 
case less than twelve (12) hours. 

In cold weather material for concrete shall be heated as 
directed by the engineer. 

The engineer will issue special instructions for concrete 
which is to be deposited under water. O. B. 

The following method* of making concrete by using sea 
washed gravel of standard sizes as obtained from graduated 
screens has given most excellent results. In this mixture there 
were three grades of sand and gravel employed, namely, fine 
sand, coarse sand, and small gravel stones up to one fourth of 
an inch in diameter, and large gravel from one half to two 
inches in diameter. The proportions were one part cement, 
two parts fine sand, four parts coarse sand and small gravel, 

*See article by C. H. Platte, C. £. in Engineering News of February ai, 1895. 



154 ENGINEEBING SPECIFICATIONS. 

and eight parts of the larger gravel, making in all one part of 
cement to fourteen parts of sand and gravel, by measure. 
The cement and fine sand were mixed dry. The two grades 
of gravel were then thoroughly mixed and saturated with 
water, the surplus water being allowed to drain off. The dry 
mixture of cement and sand was then uniformly spread over the 
w^et gravel and thoroughly mixed with it. The water which 
remained adhering to the gravel was found sufficient to moisten 
the cement, and also to insure a uniform distribution of such 
water through the mass. The mixture was then deposited in 
place and thoroughly rammed, ^nd it was found to give a very 
solid and strong concrete. It was found that three and one 
half barrels of cement were used for each four and onehalf 
cubic yards of concrete in place. It is said that the concrete 
was equal in every particular to that made of one part of 
cement, three parts sand, and five parts broken lime stone. 
This species of concrete was used in the foundations of the 
New York and Brooklyn bridge, and also on some of the New 
York City cable railways. This mixture comes very near 
bemg the ideal concrete for both solidity and economy. 

The following specification for "cyclopean masonry" was 
used by the Jersey City Water Supply Company in 1902 for 
the building of a concrete masonry dam. The author regards 
this as an ideal specification for monolithic construction in large 
masses. The cement was furnished by the owner; the prac- 
tice enables the engineer to vary the mixtures and the pro- 
portions at pleasure. 

Cyclopean Masonry shall be used for substantially the 
whole of the dam including the cut-off walls and the overflow 
channel to the end of the curve, but not including the exposed 
downstream face of the dam and overflow. This masonry shall 
consist of the largest rubble stones which can be gotten out and 
handled economically from the quarry, laid in cement mortar 
or concrete, the cement being furnished by the co?nfany. 



SPECIFICATIONS FOR CEMENT, MOETAB, ETC. 155 

Large and well shaped stones shall be selected for the up- 
stream face of the dam and for the downstream face of the dam 
below grade 244.5. These stones shall be laid in full beds of 
rather wet mortar, care being taken that it fills all spaces. All 
stones shall be jarred into position and shall not be raised after 
once being placed, smaller stones, or spauls, maybe embedded 
in the mortar to fill up large spaces and to prepare the bed for 
the largest stones. All stones shall be well bonded, one-third 
being headers extending at least four feet into the wall. 

All exposed joints shall be flushed full of mortar and after- 
wards raked out to a depth of two inches and pointed with neat 
Portland cement. 

The interior portion of the dam shall be laid with large 
blocks of irregular shaped rubble embedded in concrete ; this 
concrete shall be composed of cement, stone and ballast as 
above specified, and of proportions to be determined. The 
outside stones of the dam shall be kept built higher than the 
inside ; concrete shall then be mixed very wet and dumped in a 
low spot ; large stones shall then be lowered as close as practi- 
cable together into this soft concrete and allowed to settle to 
place, care being taken to see that all joints are filled. Light 
rammers shall be used to joggle the concrete and insure its 
flowing into all cracks and crevasses and making an absolutely 
monolithic mass. 

No trowel work will be expected or allowed on the interior 
masonry of the dam. 

The stones may be as irregular in dimensions and shape as 
the quarry can provide, but care shall be taken to secure a good 
bond and break joints both vertically and horizontally, and good 
judgment shall be exercised in distributing the larger stones in. 
equal proportion to all parts, and the longer stones as binders. 



156 ENGINEEKING SPECIFICATIONS. 

In spaces large enough to admit a smaller stone being em- 
bedded in the concrete, this shall be done ; the object being to 
secure a monolithic mass of stone and concrete, with as large 
proportions of stone as it is possible to secure, and a wall as 
nearly impervious to water as it is possible to make it. 

The price of cyclopean masonry shall include the furnish- 
ing, loading, transportation, and laying of the stone, ballast and 
sand, the mixing of the concrete, the handling of the cement 
which will be furnished by the company, and all labor and ma- 
terial necessary to complete the work as above specified. 

R. H. 

When concrete is used for the purpose of making a wall 
impervious to water, it must be made of small gravel or small 
broken stone, and it must be unusually rich. That is to say a 
large excess of mortar must be employed. With these precau- 
tions, with proper care in laying, it is possible to make a prac- 
tically water-tight wall of cement concrete. Such a wall or 
partition may be constructed between two rubble stone walls, 
the concrete core being relied on to make the wall practically 
water-tight. 

129. Specifications for Stone. The following spec- 
ifications for stone to be used for various purposes are those in 
use by the Chicago, Milwaukee and St. Paul Railway. While 
certain qualities of stone are here specified, no method is pre- 
scribed for determining these qualities. The qualities of build- 
ing stone are often examined by means of laboratory tests for 
strength, specific gravity, and for effect of freezing, and also 



SPECIFICATIONS FOB STONE. 157 

by chemical and microscopic tests to determine composition 
and structure. While such tests have considerable value in the 
absence of any knowledge from experience, they do not take 
the place of that kind of knowledge which is obtained from 
having observed the strength and weathering qualities in actual 
structures which have been long exposed to the action of the 
elements. It is always desirable, therefore, to have stone from 
quarries of established reputation, the products of which have 
long been upon the market. For this reason where stone spec- 
ifications are prepared for a given locality, the engineer may 
inform himself of the most available kind of stone to be used 
at that place, and may specify two or three alternative varieties, 
by naming the quarries. Evidently this would not be practica- 
ble where general specifications are prepared for an entire 
railway system of such large extent as that of the Chicago, 
Milwaukee and St. Paul. For this system the specifications 

read as follows: 

Stone, 

Bridge, block rubble and common rubble stone must be of 
sound and durable quality, free from flint seams, powder 
cracks, dry and incipient cracks, flaws and other imperfections, 
and of such character as will resist the action of the weather 
without injury to the masonry in the climates traversed by the 
railway company's lines. 

All stone, except riprap, shall have its top and bottom 
beds approximately parallel to each other and to the natural 
quarry beds, and shall be approximately rectangular in shape 
with sides perpendicular to its beds. 

Bridge stone shall be from 14 inches to 24 inches thick, 
from 4 feet to 7 feet long, and from 2 feet to 5 feet wide ; but 
m no case shall its length be less than two and one half times 
its thickness, nor its width be less than one and one half times 
its thickness. 

Block rubble stone shall be from 8 inches to 14 inches 
thick, 2 feet to 5 feet long, and not less than 18 inches wide. 

Common rubble stone shall not be less than 6 inches thick, 
16 inches long, and 10 inches wide. 

Riprap must be of sound stone of such quality that will 
not disintegrate under the action of the weather. It shall be 
of random size and shape, none to be less than 20 pounds in 
weight, and the majority such as can be handled by one man, 



158 ENGINEEKING SPECIFICATIONS. 

but no stone to be larger than can be handled by two men 
without the use of a bar. 

The engineer reserves the right to specify the quarry and 
the particular ledge in the quarry from which the stone shall 
be supplied. 

The stone may be inspected before or after shipment from 
the quarry, at the option of the railway company, and in the 
former case the contractor shall furnish the inspector with full 
facilities for examination of the stone. 

The engineer reserves the right to acceptor reject any or 
all of the stone for want of conformity with these specifications 
at any time previous to its being paid for in full by the railway 
company, notwithstanding that it may have been previously 
passed upon by the inspector, and in case of such rejection the 
title to the stone shall be in the contractor, and he shall be 
charged freight on the same at regular tariff rates. O. B. 

130. Stone Masonry. It is not safe for the engineer 
to undertake to designate a particular class of masonry by a 
particular name, without entermg in the specifications a full 
description of the same. The names of classes of masonry 
are too indefinite and are used in too many senses to make it 
safe to pursue such a course. The engineer should, therefore, 
describe in considerable detail exactly the kind of masonry 
construction he desires, and he need not give to such masonry 
any particular class name. If he does use class names, he 
should define them clearly in the body of the specifications. 
Specifications will be given below for several different kinds of 
masonry. 

In laying masonry and in writing the specifications for 
the same, three particular ends should be constantly in mind. 
These are: (a;) evenness and equality of bearing in support- 
ing the superimposed load ; (/) so far as possible an entire 
absence of voids or openings in the body of the work ; and (c) 
so effectual a bonding of the mass as to cause it to act so far 
as possible as a monolithic structure. If the masonry occu- 
pies a prominent situation so that its appearance is a matter of 
importance, the exterior surfaces may be made to conform to 
any desired plan. The following specifications are thought to 



SPECIFICATIONS FOE STONE MASONRY. 159 

be self explanatory. They are the general specifications for 
bridge masonry used by the Chicago, Milwaukee & St. Paul 
Railway. While these specifications do not require a very 
expensive grade of work, if fairly carried out they will produce 
permanent monolithic structures of great strength, provided a 
good quality of stone and cement have been employed, the 
specifications for which are issued separately. 

Bridge Masonry, 

All masonry shall be built according to the plans and 
instructions furnished by the engineer, and when built by con- 
tract will be measured, estimated, and paid for by the cubic 
yard, and only to the amount of cubical contents of the same as 
planned and laid out. 

All masonry built by contract shall be subject to the super- 
vision of an inspector whose duties it shall be to see that the 
requirements of these specifications are complied with, but his 
presence shall in no way or in any degree lessen the responsi- 
bility of the contractor or his obligations. 

The stone used in bridge masonry shall be of the quality 
and dimensions described and known as bridge stone in this 
company's specifications for stone. 

The stone shall be carefully cut and dressed, forming 
headers and stretchers, which must be laid in regular horizontal 
courses in good cement mortar, with beds and builds level, the 
end and side joints vertical and broken at least fifteen (15) 
inches. 

All foundation or footing courses must be made of select 
large stones not less than eighteen (18) inches in thickness 
and having a superficial area of at least fifteen (15) square 
feet. 

No course of stone shall be less than fourteen (14) nor 
more than twenty- four (24) inches in thickness and each course 
shall be continuous around and through the wall, the courses 
decreasing, when at all, regularly in thickness from the bottom 
to the top of the wall. 

Face stones shall be composed of headers and stretchers, 
and each stone in any course shall be of the exact thickness of 
the one adjoining it. The outer surfaces are to be rock face, 
but the edges shall be brought to lines corresponding to the 
finished dimensions of the masonry, and there shall be no pro- 
jections of over four (4) inches beyond these lines. 

The beds and joints of face stone shall be dressed back at 
least twelve (12) inches from the face of the wall and must be 
brought to a joint of not more than one half (5^) an inch when 



160 ENGINEEKING SPECIFICATIONS. 

laid. The under bed must extend to the extreme back of the 
stone ; no overhang whatever will be allowed. 

Stretchers shall not be less in length than two and one half 
{2j4) times their height, and no stone shall have a less width 
than one and one half (ij^) times its thickness. 

Headers at least four (4) feet long, when the thickness of 
the wall will permit, shall be put in frequently to bond the wall, 
and they shall be so arranged that the headers of any course 
shall fall between the headers of the course immediately below 
it. There shall be one header to every two (2) stretchers, and 
they shall, as far as practicable, hold the size back into the 
heart of the wall that they show in the face. 

When the walls do not exceed four (4) feet in thickness 
headers must run entirely through the wall, and in pier work a 
number of them shall extend through, even though the walls are 
of a greater thickness than this. 

When walls exceed four (4) feet in thickness, there shall 
be as many headers of the same size in the back of the wall 
as in the face, and so arranged that a header in the rear of the 
wall shall be betv^^een tw^o headers in the front. 

The backing and interior of the walls shall be of large, 
well shaped stone of a thickness equal to that of the corre- 
sponding face stone. No voids over six (6) inches in width 
shall be left between these stone, and all such void must be 
filled with small stones and spawls thoroughly bedded in cement 
mortar or grouted. When the masonry is completed, it must 
contain no voids, and must be, as nearly as practicable imper- 
vious to water. When weep holes are necessary, they will be 
ordered by the engineer. 

All stones shall be prepared by dressing and hammering 
before they are brought on the wall, and must be so shaped 
that their bearing beds will be parallel to their natural beds. 
No heavy hammering will be allowed on the wall after a course 
is set, and, should any iiTegularities occur, they must be carefully 
pointed off. 

Each stone must be laid on its broadest bed without the 
use of chips, pinners or levelers, in a full bed of mortar, so 
that no stone shall bear upon another stone at any point without 
a mortar joint intervening. 

Care must be taken not to injure the joints of stone already 
laid. Should a stone be moved or the joint be broken the stone 
must be taken out, the mortar thoroughly cleaned from both 
the stone and the masonry and the stone then reset. 

The stones in each course shall be so arranged as to form 
a proper bond with the stones of the course immediately 
beneath it, and in no case shall this bond be less than fifteen 
(15) inches. 



SPECIFICATIONS FOR STONE MASONRY. 161 

Both the stone and the masonry must be kept free from all 
dirt that will interfere with the adhesion of the mortar or 
cement to the stone, and in warm weather the stone and the 
masonry must be wet with clean water just before laying. 

When masonry is built in freezing weather, the masonry 
and stone must be thoroughly freed from ice or frost by using 
salt and hot water, and where practicable, the stone must be 
held over a fire just before being set. 

The top surfaces of coping stones of abutments and piers 
are to be rough cut to a true plane, and the surfaces where the 
bed plates of iron bridges rest shall be bush hammered and 
made level. When the track is on a grade or curve, the eleva- 
tion both for the curvature and grade will be provided for in the 
ironwork. Under no circumstances will the masonry be cut on 
an incline for this purpose. 

The front face and top of all mud walls shall be rough 
cut to a true plane. 

Whenever it may be necessary to remove any part of the 
present masonry in extending abutments or piers for second 
track work, it shall be stepped back so as to insure a sufficient 
bond between the new and the old work, so as to break joints 
nowhere less than twelve (12) inches. O. B. 

The following specifications for different classes of masonry 
are taken from the standard specifications used by the Penn- 
sylvania Railroad Company. In these specifications three 
separate classes of masonry are recognized, and for any partic- 
ular piece of work, it becomes necessary to specify only the 
class of masonry which shall be used in these general specifi- 
cations : 

Detailed plans will be prepared by the engineer for each 
structure, and copies of the same furnished to the contractor 
before the commencement of the work. All stone used for the 
different classes of masonry must be sound, durable and not 
liable to be affected by the weather, and shall be subject to the 
approval of the engineer. 

Masonry will be classified as follows : 

First-class masonry shall consist of ranged rock work of the 
best description. The face stones shall be accurately squared, 
jointed and bedded, and laid in regular horizontal courses, not 
less than twelve inches in thickness, decreasing regularly from 
bottom to top of the walls. They shall consist of headers and 
stretchers, and there shall be at least one header to every two 
stretchers, and they shall be so laid that, as nearly as practica- 
ble, the headers in each course shall divide equally, or nearly 

11 



162 ENGINEERING SPECIFICATIONS. 

so, the spaces between the headers in the course immediately 
below. Stretchers shall be not less than three feet long and 
sixteen inches in width. Headers shall not be less than three 
feet in length and eighteen inches in width, and shall hold the 
size back into the heart of the wall that they show in the face. 

When the walls do not exceed four feet in thickness the 
headers shall run entirely through, and when they exceed that 
thickness there shall be as many headers of the same size in the 
rear as in the front of the wall, so arranged that a header in 
the rear of the wall shall be between two headers in the front. 

Every stone must be laid on its natural bed, and all stones 
must have their beds well dressed and made always as large as 
the stone will admit of. Mortar joints shall not exceed one 
quarter inch in width ; the vertical joints of the face must be in 
contact at least four inches, measured in from the face, and as 
much more as the stone will admit of. The stone will be cut 
with pitched edges, but all corners, batir lines, steps and cop- 
ings must be run with a neat chisel draft of one and one half 
inches on each corner, and the projections of the rock face 
must not exceed three inches beyond the face of the pitch or 
draft lines of the stones. The stones of each course shall be 
so arranged as to form a proper bond with the stones of the 
underlying course, and the bond shall in no case measure less 
than one foot. Stretchers shall in no case have less than six- 
teen inches bed for a twelve inch course, and for all courses 
above sixteen inches in thickness, at least as much bed as face. 
The whole of the masonry shall be laid in cement mortar, each 
stone being carefully cleaned and dampened before setting and 
each course shall be thoroughly cemented before the succeed- 
ing course is laid. No hammering on the wall will be allowed 
after the course is set; if any irregularities occur they must be 
carefully pointed off. The backing shall consist of stones with 
beds dressed to one half inch, and of a thickness equal to that 
of the corresponding face stones; they shall be laid in full 
cement mortar beds, so as to break joints and thoroughly bond 
the work in all directions, and on the completion of each course 
the space between the large backing stones (none of which 
spaces will be over six inches wide) shall be filled with small 
stones and spalls, thoroughly bedded in cement mortar or 
grouted. 

All foundation courses must be laid with select large 
stones not less than eighteen inches in thickness, nor of less 
superficial surface than fifteen square feet. All bridge seats, 
steps and tops of walls should be finished with a coping course 
of such dimensions and projection as may be ordered by the 
engineer, dressed and cut to a true surface on top and on the 
showing faces and in conformity with diagrams for the same, 



SPECIFICATIONS FOR STONE MASONRY. 163 

which shall be furnished by the engineer. If required, all 
copings shall be fastened together with clamps of iron. 

First-class arch masonry shall be built in all respects in 
accordance with the above specifications for first-class bridge 
masonry. The ring stones shall be dressed to such size and 
shape as the engineer may determine, and of the thickness 
shown on the plans. The joints must be made on true radial 
lines, and the face of the sheeting stones must be dressed to 
make close joints. The ring stones and arch sheeting stones 
shall break joints not less than one foot. The wing walls shall 
be neatly stepped in accordance with the drawings furnished, 
with selected stones the full width of the wing and not less 
than fourteen inches thick, and no stone shall be covered less 
than twelve inches by the one next above it. 

The parapets shall be finished with a coping course of 
full width of parapet, with such projection as may be directed 
by the engineer ; the coping to be not less than fourteen inches 
thick and to be fastened together with wTOught iron clamps. 

Second-class bridge masonry shall consist of broken or 
random range work of the best description. The face 
stones shall be dressed to a uniform thickness throughout before 
being laid, but not hammered, and shall be laid with, horizon- 
tal beds and vertical joints on the face. No stone shall be less 
than eight inches in thickness, unless otherwise ordered by the 
engineer. There shall be at least one header to every three 
stretchers, and both headers and stretchers shall be of similar 
size, when the thickness of the wall will admit, but neither 
shall be less than three feet in length and fifteen inches in 
width. The same arrangement of headers shall be required as 
is specified for first-class bridge masonry. Mortar joints shall 
not exceed one half inch in thickness. All corners and quoins 
shall have hammer dressed beds and joints. All corners and 
batir lines shall be run with an inch and a half chisel draft. 
The vertical joints of the face must be in contact at least four 
inches, measured from the face, and as much more as the stone 
will admit of. The work need not be laid up in regular courses, 
but shall be well bonded. The stones shall be cleaned and 
dampened before setting and shall be laid in cement mortar. 
The backing shall consist of stones of the same thickness as the 
adjacent face stone, laid in full cement mortar beds with good 
joints and bonds, and the spaces filled with spalls, thoroughly 
bedded in cement mortar, or grouted, as specified for first-class 
bridge masonry. Bridge seats, steps and tops of walls shall be 
coped in the same manner as specified for first-class masonry. 
Stones in foundation courses shall be of not less than twelve 
inches thickness and ten square feet of surface. 

Second-class arch masonry shall be laid in cement mortar, 
and shall be of the same general character and description as 



164 ENGINEERING SPECIFICATIONS. 

second-class bridge masonry, with the exception of the arch 
sheeting, for which proper stones shall be selected that shall 
have a good bearing throughout the thickness of the arch, and 
shall be well bonded and be of the full depth of the arch. No 
stone shall be less than six inches in thickness on the intrados 
of the arch. The ring stones of all arches shall conform to the 
specifications for first-class arch masonry. 

Third-class masonry shciU be laid dry, or in lime or cement 
mortar as may be directed by the engineer. It shall be formed 
of good quarry stones, laid upon their natural beds, and roughly 
squared on the joints, beds and faces, the stones breaking 
joints at least six inches, and with at least one header for 
every three stretchers. No stone shall be used in the face of 
the wall less than six inches in thickness, or less than twelve 
inches on the least horizontal dimensions. Headers shall be at 
least three feet long, or extend entirely through the wall. The 
ends of all walls shall be dressed and finished in accordance 
with the plans. The stones in the foundations must not be less 
than ten inches in thickness, and shall contain not less than ten 
square feet surface, and each shall be firmly, solidly and care- 
fully laid. 

In box culverts the top courses of the side walls shall 
extend entirely across the walls, and the covering stones shall 
have a bearing of at least one foot on each wall. The thickness 
of covering stones shall not be less than ten inches for two feet 
openings ; not less than twelve inches for three feet openings, 
and not less than fifteen inches for four feet openings. Unless 
built on timber foundations reaching entirely across the open- 
ing, the space between side walls of box culverts must be paved 
with stone, set on edge, not less than eight inches deep, and 
well secured at the ends with deep curbing. P. Ry. 

131. Specifications for Stone Masonry for a 

Large Stone Dam. The following specifications for stone 
masonry are those which were used in the construction of the 
new Croton dam, New York City, 1892. They are com- 
mended especially for their securing a most efficient, solid, and 
impervious grade of work, at a minimum cost. Thus the body 
of the dam, composed of rubble stone masonry laid in cement 
mortar,' thoroughly bonded, and made entirely solid, cost from 
$3.40 to $4.00 per cubic yard, the cement mortar being one of 
Rosendale cement to two of sand, the stone having to be 
hauled about one mile. 



SPECIFICATIONS FOR STONE MASONRY. 165 

Another significant feature of these specifications is the 
paying for the face dressing per unit of surface in addition to 
the standard price per cubic yard, the matter of this face dress- 
ing being left until the work is executed. In this way such 
small details need not be determined in advance and indicated 
upon the drawings. 

Stpne Masonry, 

All stone masonry is to be built of sound, clean quarry 
stone of quality and size satisfactory to the engineer; all joints 
to be full of mortar, unless otherwise specified. 

Dry rubble masonry and paving are to be laid without 
mortar, and are to be used for walls, for the slopes of the dam 
embankments, and at any other place that may be designated. 

This class of masonry is to be of stone of suitable size and 
quality, laid closely by hand with as few spawls as practicable, 
in such manner as to present a smooth and true surface. The 
work is to be measured in accordance with the lines shown on 
the drawings or ordered during the progress of the work. The 
stones used must be roughly rectangular ; all irregular projec- 
tion and feather edges must be hammered off. No stone will 
be accepted which has less than the depth represented on the 
plans or ordered. Each stone used for paving must be set 
solid on the foundation of broken stone or earth and no inter- 
stices must be left. 

In the dry rubble masonry walls, large stones must be 
used, especially for the faces, and the walls must be bonded 
with frequent headers, of such frequency and sizes as shall be 
approved by the engineer. 

Riprap may be used in connection with the protective 
work, and wherever the engineer may order it. It shall be 
made of stone of such size and quality and in such manner as he 
shall direct, and must be laid by hand. 

After the slopes which are to receive the paving have been 
dressed, a layer of broken stone is to be spread as a foundation 
for the paving, wherever ordered. The broken stones must be 
sound and hard, not exceeding two inches at their greatest 
diameter. Broken stone, not exceeding one inch in diameter, 
may be used for forming roadways ; it is to be spread to such 
thickness as ordered and heavily rolled or rammed. Broken 
stones may be used also wherever the engineer may direct, 
rolled if so directed, and paid for under this head, except the 
broken stone used for making concrete, the cost of which is 
included in the price hereinbefore stipulated for concrete laid. 



166 ENGINEERING SPECIFICATIONS. 

Rubble stone masonry is to be used for the central part of 
the dam, for the overflow, for the center walls of the earth 
embankments, for most of the structures and appurtenances of 
the dam, and wherever ordered by the engineer. 

Rubble stone masonry shall be made of sound, clean stone 
of suitable size, quality and shape for the work in hand, and 
presenting good beds for materials of that class. Especial care 
must be taken to have the beds and joints full of mortar, and 
no grouting or filling of joints after the stones are in place will 
be allowed. The work must be thoroughly bonded. The faces 
of the rubble stone masonry, especially the up-stream face of 
the walls, shall be closely inspected after they are built, and if 
any mortar joints are not full and flush, they shall be taken out 
to a depth of no less than three inches or more, if so ordered, 
and repointed properly. 

A large quantity of rubble stone masonry in mortar is to 
be used in the construction of the central part of the dam and 
of the center wall and overflow. 

The stones used therein must be sound and durable ; they 
must have roughly rectangular forms, and all irregular projec- 
tions and feather edges must be hammered off. Their beds, 
especially, must be good for materials of that class, and present 
such even surfaces that, when lowering a stone on the level 
surface prepared to receive it, there can be no doubt that the 
mortar will fill all spaces. After the bed joints are thus secured, 
a moderate quantity of spawls can be used in the preparation 
of suitable surfaces for receiving other stones. All other joints 
must be equally well filled with mortar. 

The quality of the beds is to regulate, to a large extent, the 
size of the stones used, as the difficulty of forming a good bed 
joint increases with the size of the stones. 

Various sizes must be used, and regular coursing must be 
avoided, in order to obtain vertical as well as horizontal bonding. 

The sizes of the stones used will vary also with the char- 
acter of the quarries, but, especially in the places where the 
thickness of masonry is great, a considerable proportion of large 
stones is to be used. If the size and character of the stones, in 
the opinion of the engineer, shall admit of it, the joints (except 
the beds), instead of being filled with mortar, may, at his 
request or on his approval, be filled with concrete made as 
hereinbefore specified, with the exception that'the component 
materials be mixed in the proportion of one part of cement to 
three parts of small stone or gravel of such size as the engineer 
shall direct, and thoroughly rammed, care being taken to use 
a moderate amount of water only which must be brought to 
the surface by ramming, such filling of joints with concrete to 
leave no vacancies and to be thoroughly made. If concrete is 



SPECIFICATIONS FOE STONE MASONRY. 167 

so used, the spaces left between the stones should not be less 
tha;i six inches, in order that proper ramming can be obtained. 

No extra compensation shall be paid to the contractor for 
the use of such concrete, the cost of which is to be included in 
the price herein stipulated for the masonry in connection with 
which it is used. 

The exposed faces of the main wing wall, of road culverts, 
of some of the walls and of any other rubble work that the 
engineer may designate, are to be made of broken ashlar with 
joints not exceeding one half inch in thickness ; the stones not 
to be less than 24 inches deep from the face, and to present 
frequent headers. This face work to be equal in quality and 
appearance to the face of the breast wall in front of the new 
gate house at Croton dam (Section i), and to be well pointed 
with Portland cement. This face work is to be paid for by the 
square foot of the superficial area for which it is ordered, in 
addition to the price paid per cubic yard of rubble stone 
masonry. 

Block stone masonry is to be composed mainly of large 
blocks and is to be used for the steps of the overfall or for 
other steps, or whenever and wherever ordered by the engi- 
neer. It is to be laid in Portland cement mortar, well pointed, 
or may be ordered laid dry at the price stipulated in clause O, 
item (<?). 

This stone, which is to receive the shock of water and ice, 
is to be especially sound, hard and compact, and of a durable 
character; it is to be prepared to the dimensions given so that 
no joint will in any place be more than one inch wide. The 
outside arrises must be pitched to a true line. 

The outer faces of the masonry dam and of its gate 
chambers, of the overflow (except steps), and of any other 
piece of masonry that may be designated, are to be made of 
range stones, as- shown on the plans, the stone to be of unobjec- 
tionable quality, sound and durable, free from all seams, dis- 
coloration and other defects, and of such kind as shall be 
approved by the engineer. 

All beds, builds and joints are to be cut true to a depth of 
not more than 4 inches, and not less than 3 inches from the 
faces to surfaces allowing of one half inch joints at most ; the 
joints for the remaining part of the stones not to exceed two 
inches in thickness at any point. 

All cut arrises to be true, well defined and sharp. 

Where this class of masonry joins with granite dimension 
stone masonry the courses must correspond, and the joining 
with arches and other dimension stone masonry must be 
accurate and workmanlike. 

Each course to be composed of two stretchers and one 
header alternately, the stretchers not to be less than 3 feet long 



168 ENGINEEEING SPECIFICATIONS. 

nor more than 7 feet long, and the headers of each successive 
course to alternate approximately in vertical position. 

The rise of the courses may vary from bottom to top irom 
30 inches to 15 inches in approximate vertical progression, and 
the width of bed of the stretchers is not to be at any point less 
than 28 inches. The headers are not to be less than 4 feet in 

length. 

This class of masonry, for the faces of the dam and gate 
chamber, including the headers, is to be estimated at 30 inches 
thick throughout. At other places that may be designed by 
the Engineer, the size of the stones is to be established by him, 
and the facing stone masonry is to be estimated according to 
the lines ordered or shown on the plans. In no case are the 
tails of the headers to be estimated. 

The work to be equal in quality and appearance to the 
facing stone masonry work built by the aqueduct commis- 
sioners for their masonry dam across the east branch of the 
Croton River near Brewster. 

All copings that may be ordered and the heads of the 
arches of the highway culverts, will be classed as facing stone 

masonry. 

The price herein stipulated for facing stone masonry is to 
cover the cost of pointing, of cutting chisel drafts at all corners 
of the gate-house dam and other corners, and of preparing 
the rock faces; but if any six-cut or rough-pointed work is 
ordered in connection with this class of masonry it shall be 
paid for at he prices therein stipulated for such work. 

The face bond must not show less than 12 inches lap, 
unless otherwise permitted. 

The pointing of the faces to be thoroughly made with pure 
Portland cement after the whole structure is completed ; unless 
otherwise permitted, every joint to be raked out therefor to a 
depth of at least two inches, and, if the engineer is satisfied 
that the pointing at any place is not properly made, it must be 
taken out and made over again. 

Granite dimension stone masonry must be made of first- 
class granite of uniform color, free from all seams, discolora- 
tion and other defects, and satisfactory to the chief engineer. 

It is to be used for the gate openings in the gate chamber, 
for the coping of the dam, for the gate-house superstructures 
and for the crest and first step of the overflow, and at any other 
place that may be designated by the engineer. 

The stones shall be cut to exact dimensions, and all angles 
and arrises shall be true, well defined and sharp. 

All beds, builds and joints are to be dressed, for the full 
depth of the stone, to surfaces, allowing of one quarter (i^) 
inch joint at most. No plug hole of more than 6 inches across 



SPECIFICATIONS FOB STONE MASONRY, 169 

or nearer than 3 inches from an arris is to be allowed, and in 
no case must the aggregate area of the plug-hole in any one 
joint exceed onequarter of its whole area. 

The stone shall be laid with onequarter (^) inch joints, 
and all face joints shall be pointed with mortar made of clear 
Portland cement, applied before its first setting. All joints to 
be raked out to a depth of two inches before pointing. 

The pointing of all masonry, including the faces of the 
main body of the dam and of the center walls which are below 
the ground, is to be done thoroughly with Portland cement 
mortar, mixed clear where used for all exposed faces of brick 
and cut stone masonry of all kinds (including the rubble 
facing) ; and mixed for other work in such proportion as the 
engineer shall determine. The cost of all pointing is to be 
included in the price stipulated for the masonry to which it is 
applied. 

The exposed faces of the cut stone are to be finished in 
various ways, in accordance with the various positions in which 
they are placed. They shall be either left with a rock or 
quarry face, rough-pointed, or fine hammered (six-cut work). 

The various classes of face dressing must be equal in 
quality and appearance to those on the sample in the office of 
the chief engineer. 

In rock face work the arrises of the stones inclosing the 
rock face must be pitched to true lines ; the face projections to 
be bold, and from 3 to 5 inches beyond the arrises. The 
angles of all walls on structures having rock faces are to be 
defined by a chisel draft not less than i ^ inches wide on each 
face. 

In rough-pointed work, the stones shall at all points be full 
to the true plane of the face, and at no point shall project 
beyond more than j^ inch, the arrises to be sharp and well 
defined. Each stone to have its arrises well defined by a chisel 
draft, which is included in the price for rough-pointed dressing. 

In fine hammered work the face of the stones must be 
brought to a true plane and fine dressed, with a hammer having 
six blades to the inch. 

In measuring cut stone masonry, when the stones are not 
rectangular, the dimensions taken for each stone will be those 
of a rectangular, cubical form which will just inclose the neat 
lines of the same. The price herein stipulated for granite 
dimension stone masonry is to cover the cost of preparing the 
rock faces, of making the chisel drafts, and of preparing all 
holes and recesses and grooves. 

No payment will be made for cutting grooves and recesses 
other than the price paid for the dressing of their surfaces, 
which are to be fine hammered. 



170 ENGINEEBING SPECIFICATIONS. 

For rough-pointed and fine-hammered (six-cut) dressings 
a price per square foot of dressing will be paid in addition ta 
the price per cubic yard of masonry, viz: 

For rough-pointed dressing, the price stipulated in clause 
O, item (/), and for fine-hammered (six-cut) dressing, the 
price stipulated in clause O, item (5). 

The exposed parts of the cut stone are generally to be 
prepared with rock face. 

The inside surfaces and copings are generally to be 
rough-pointed. 

All the gateways, grooves, sills, floors, and all other 
surfaces designated by the engineer are to be fine-hammered. 

A. F. 

132. Specifications for First-class Bridge Ma- 
sonry. The following specification for first-class bridge 
masonry represents the current practice of one of the leading 
American engineers: 

The face stones shall be laid in regular courses. Copings 
shall be cut twenty-seven (27) inches thick. Belting courses 
shall be cut twenty and one-half (20^^) inches thick. Starling 
copings and footings shall be cut thirty (30) inches thick. No 
course shall be of less thickness than the belting courses; no 
course shall exceed thirty-six (36) inches in thickness and no 
course except the coping and the course immediately over the 
footings shall be thicker than the course beneath. 

Face stones shall be of drab-colored stone from the quarries 
near Bedford, Indiana, or other stone of as good quality 
acceptable to the engineer. Blue stone from the Bedford or 
other Oolitic limestone quarries will not be accepted. The up- 
stream cut-water stone in every course below El. 339 shall be 
of granite, and also the bridge-seat stones in the copings, as 
shown on the plans. The remaining coping-stones and the 
starling copings shall be of limestone of the same quality as the 
face stones. 

The entire masonry shall be built according to detail plans 
furnished by the engineer. 

The stones of each class shall be strong, compact, of uni- 
form quality and appearance, and free from any defects which 
in the judgment of the engineer might impair its strength or 
durability. 

All stones shall lie on their natural beds in the piers. 

Each bed of every stone shall measure at least thirty-six 
(36) inches in each direction, except that where the thickness 
of the course is less than twenty-four (24) inches the bed need 



SPECIFICATIONS FOR STONE MASONRY. 171 

not exceed one and one-half (i^^) times the thickness of the 
stone. 

The bottom bed shall always be the full size of stone, and 
no stone shall have an overhanging top bed. 

Joints shall be broken at least fifteen (15) inches on the 
face. 

Stretchers shall not be less than four (4) nor more than 
seven (7) feet long, and stretchers of the same wndth shall not 
be placed together vertically ; but this shall not be applied to 
stretchers where headers come centrally between stretchers. 

Headers shall be at least five (5) feet long wherever the 
thickness of the pier permits. They shall be at least three- 
quarters (14^) their full width for the whole length. There 
shall be generally four (4) headers in each side of every course 
between shoulders and never less than three (3) and a like 
proportion in the curved ends. 

The face lines of each course shall be true, and the rise as 
fixed by the face lines shall not vary anywhere more than one- 
fourth {}{) inch from the true rise of the course. 

The upper and lower beds shall be truly parallel planes 
and cut to conform to the requirements for the face lines. 
Depressions of more than one-half (^) inch below the plane 
of the beds shall not exceed one-tenth (i-io) of the area of the 
bed in limestone, or one-eighth (^) of the area of the bed in 
granite. There shall be no depressions of more than two (2) 
inches below the plane of the beds. 

Joints shall be cut at right angles to the face and beds of 
the stone unless otherwise shown on special plans. The cutting 
for at least twelve (12) inches back from the face shall be the 
same as that required for the beds. 

The vertical joints of face stones shall not average more 
than one-half (5^) inch and shall not exceed three-fourths (%) 
inch. 

The curved faces of the up-stream cut-water of all piers 
except Pier I shall be fine-pointed, with no projections exceed- 
ing one-half (j4) inch. 

The copings, including those over the pointed starlings, 
shall have all exposed surfaces, including the projecting portion 
of the lower bed, bush-hammered with true lines and surfaces. 

A four (4) inch draft line shall be cut on all vertical angles 
and around the lower edge of the face of the belting course. 
The projecting portion of the lower bed of the belting course 
shall be bush-hammered. 

All other portions of the piers shall have a rough quarry 
face with no projections exceeding three (3) inches, the quarry 
face to average at least one and one -half (i^) inches from the 



172 ENGINEEKING SPECIFICATIONS. 

pitch lines of the joints and never to run back from such pitch 
lines. 

The copings shall be cut with close joints throughout the 
whole course, according to special plans. 

• No grab holes shall be made on the face of the copings or 
on the pointed work of the cut-water. 

All stones must be carefully cleaned and wet before setting, 
and no mortar beds shall be laid until the course below has 
been cleaned and wet. 

Every stone shall be laid in a full bed of mortar and settled 
to a proper bearing, no levelers being allowed. 

The vertical joints between stones shall be. filled with soft 
mortar worked in with a trowel and a long thin blade until the 
joints are completely filled. 

The joints, both horizontal and vertical, shall be cleaned 
out to a depth of one and one-half (ij4) inches and pointed in 
mild weather, the mortar to be driven in hard with a calking 
iron and the surface finished with a rounded tool. 

When masonry is laid in freezing weather such precautions 
shall be taken to prevent the freezing of mortar before setting 
as the engineer may direct. 

The stones of the curved up-stream starlings of Piers II, 
III, IV, V and VI shall be doweled into those of the course 
below with one and one-eighth (i>^) inch steel dowels extend- 
ing six (6) inches into each course, these dowels to be placed 
about ten (lo) inches back from the face and seven (7) inches 
on each side of each joint. The stones of the upper course 
shall be drilled through before setting, after which the holes 
shall be extended six (6) inches into the course beneath and 
cleaned out; a small quantity of mortar shall then be put into 
the hole, the dowel dropped in and pushed down and the hole 
filled with mortar and well rammed. The stones in the up- 
stream end of the buttress of Pier VI and those in the west face 
of the same for a distance of twenty (20) feet from the down- 
stream end shall be doweled in the same manner. 

The joints of the three courses below the coping shall be 
cramped with cramps of one (1) inch round steel sixteen 
inches long, the ends put four (4) inches into each stone. 

The backing, except for three courses below the coping shall 
be of concrete of the proportions of one ( i ) volume of cement to 
two and one-half (2^) volumes of sand and five (5) volumes 
of broken stone. 

In the three courses immediately under the coping the 
backing shall be of limestone of the same quality used for face 
stone, cut to the same thickness, and the beds cut in the same 
manner. The spaces not occupied by the large stones shall 
not be more than one-sixth (i) of the area of the course inside 



SPECIFICATIONS FOR STONE MASONEY. 173 

of the face stones. These spaces when large enough to permit 
shall be filled with concrete similar to that used for backing in 
the courses below. Joints top small to be filled with concrete 
shall be filled with mortar of the same composition as used for 
setting face stone. The contractor shall submit to the engineer 
for approval course plans showing the dimensions of every 
large backing stone in these courses. In preparing these plans 
special attention shall be given to the bonding of the stones" 
under the bridge seat so that the superstructure load may be 
well distributed over the top surface of the concrete backing. 

The cement will be furnished by the bridge company, 
but the contractor will be held responsible for all waste or 
injury after it is delivered to him from the company's 
warehouse. 

Sand for mortar or concrete shall be clean, sharp, coarse 
river sand, or other sand of equal quality in the judgment of 
the engineer. 

Broken stone shall be of hard, sound, clean limestone. It 
shall be broken by machine and screened in a rotary screen 
which shall remove all dust and fragments which will pass 
through holes three-eights (|) inch in diameter and all pieces 
exceeding one and one-half (i%) inches in diameter. 

In proportioning materials for mortar and concrete, one 
(i) volume of cement shall be taken to mean three hundred 
and eighty (380) pounds net; one volume of sand or broken 
stone shall be taken to mean three and one-half (3%) cubic 
feet packed or shaken down. Measurements of sand and 
broken stone shall be made in barrels or boxes. Measurements 
in wheelbarrows will not be permitted. 

In preparing mortar the specified amounts of cement and 
sand shall first be mixed dry to a uniform color. The water 
shall then be added in such a manner as not to cause any wash- 
ing of the cement, and the mixing proceeded with until the 
mortar is thoroughly mixed and uniform in appearance. 

Wherever possible concrete shall be mixed with a machine 
approved by the engineer. Preference will be given to a 
machine which will mix concrete in batches, the cement, sand 
and broken stone, measured as specified in paragraph — , 
placed in the machine and mixed dry, the proper amount of 
water then added and the mixing completed. 

When it is impracticable to mix concrete by a machine, it 
may be made by hand with the special permission of the 
engineer. The mixing shall be done on a platform of boards 
or plank securely fastened together. The mortar shall first be 
made as above specified. The broken stone, previ- 
ously wetted, shall then be added and the mortar and 
stone turned over with. shovels until the mortar is uniformly 



174 ENGINEERING SPECIFICATIONS. 

distributed through the mass and every stone is coated with 
mortar. 

Concrete shall be deposited in the work in such a manner 
as not to cause the partial separation of the mortar and stone. 
It shall be spread in horizontal layers from six (6) to twelve 
(12) inches in thickness and thoroughly rammed. The ram- 
mers shall weigh at least twenty (20) pounds; the end area 
shall not exceed twenty (20) square inches. The consistency 
of the concrete shall be as required by the engineer from time 
to time, but will generally be such that the concrete will quake 
under hard ramming. 

No mortar or concrete shall be used after it has begun to 
set; when setting commences the material thus injured shall be 
immediately wasted. If in the opinion of the engineer the 
contractor fails to take due precaution against such injury, he 
will charge to the contractor and deduct from the estimates 
the value of the' cement in the wasted material. 

G. S. M. 



SPECIFICATIONS FOR STREET PAVEMENTS 
AND MATERIALS. 

133. Specifications for Paving Brick Tests. The 

essential properties of a good paving brick are: {a) Strength to 
resist cross breaking ; ((5) strength to resist crushing ; (c) tough- 
ness or strength to resist shocks and blows ; (^) it must be 
comparatively non-absorbent. Any brick which possesses these 
qualities in a high degree will also resist abrasion or wear 
satisfactorily. 

After some twenty years experience in the testing and use 
of paving bricks, it has been decided by the American Brick 
Manufacturers' Association, and by the committees of expert 
engineers which have considered these questions: 

Firsts That the various kinds of strength enumerated 
above under (a), (b), and (c) can all be satisfactorily shown 
by the rattler test, as described below. 

Second^ That while the absorption test is useful for 
determining the thoroughness of burning of a given clay, it 
cannot be used as a fixed criterion of rejection as between 
bricks burned from different clays without doing injustice to 
some of them, since a harmless percentage of absorption with 
one clay would be a dangerous percentage with another. 

The following standard rattler test of paving brick has 
been adopted by the American Brick Manufacturers' Associa- 
tion, in conjunction with an advisory board of engineers (of 
which the author was a member), and this specification is not 



SPECirCATIONS FOB STONE MASONRY. 175 

likely to be materially changed. It is the final result of an 
elaborate series of investigations, extending over several years, 
and with various types of apparatus. 

THE RATTLER TEST. 

Dimensions of the Machine. — The standard machine shall 
be 28 inches in diameter and 20 inches in length, measured 
inside the rattling chamber. 

Other machines may be used, varying in diameter between 
26 and 30 inches, and in length from 18 to 24 inches, but if 
this is done, a record of it must be attached to the official 
report. Long rattlers must be cut up into sections of suitable 
length by the insertion of an iron diaphragm at the proper 
point. 

Construction of the Machine. — The barrel may be driven 
by trunnions at one or both ends, or by rollers underneath, but 
in no case shall a shaft pass through the rattler chamber. The 
cross-section of the barrel shall be a regular polygon, having 
fourteen sides. The heads shall be composed of gray cast 
iron, not chilled nor case-hardened. The staves shall prefer- 
ably be composed of steel plates, as cast iron peans and ulti- 
mately breaks under the wearing action on the inside. There 
shall be a space of one-fourth of an inch between the staves 
for the escape of the dust and small pieces of waste. 

Other machines may be used having from twelve to sixteen 
staves, with openings from one-eighth to three-eighths of an 
inch between staves, but if this is done a record of it must be 
attached to the official report of the test. 

Composition of the Charge. — All tests must be exe- 
cuted on charges containing but one make of paving material 
at a time. The charge shall be composed of the brick to be 
tested and iron abrasive material. The brick charge shall 
consist of that number of whole bricks or blocks whose com- 
bined volume most nearly amounts to 1,000 cubic inches, or 8 
per cent of the cubic contents of the rattling chamber. (Nine, 
ten or eleven are the number required for the ordinary sizes on 
the market.) The abrasive charge shall consist of 300 pounds 
of shot made of ordinary machinery cast iron. This shot shall 
be of two sizes, as described below, and the shot charge shall 
be composed of one-fourth (75 pounds) of the larger size and 
three-fourth (225 pounds) of the smaller size. 

Size of the Shot. — The larger size shall weigh about 
seven and one-half pounds and be about two and one-half 
inches square and four and one-half inches long, with slightly 
rounded edges. The smaller size shall be one and one-half inch 
cubes, weighing about seven-eighths of a pound each, with square 
corners and edges. The individual shot shall be replaced by 



176 ENGINEERING SPECIFICATIONS. 

new ones when they have lost one-tenth of their original weight. 

Revolutions of the Charge. — The number of revolutions 
of the Standard test shall be i,8oo, and the speed of rotation 
shall not fall below 28 nor exceed 30 per minute. The belt 
power shall be sufficient to rotate the rattler at the same speed 
whether charged or empty. 

Condition of the Charge. — The bricks composing a charge 
shall be thoroughly dried before making the test. 

The Calculation of the Results. — The loss shall be cal- 
culated in percentages of the weight of the dry brick compos- 
ing the charge, and no results shall be considered as official 
unless it is the average of two distinct and complete tests, 
made on separate charges of brick. 

134. Specifications for Brick Paving. The specifi- 
cations in this and the following articles for various kinds of 
wearing surfaces of street pavements are taken from the stand- 
ard specifications used in the city of St. Louis. In these speci- 
fications all the general clauses and also all detailed description 
of the grading, curb, gutter, and foundation will be onriitted, 
since it is the intention to include in them only that portion of 
the specification describing the wearing surface. 

in this specification for brick pavement, after describing 
the curbing, preparation of the roadbed, which involves a 
thorough rolling with a steel roller, weighing not less than ten 
tons, or three hundred pounds per lineal inch of roller; also 
the concrete foundation of six inches in depth, the following 
specification is given for 

WEARING SURFACE. 

Upon the foundation of concrete shall be laid a bed of 
coarse, screened sand, about two inches in thickness when 
compacted, to serve as a bed for the bricks. Upon this base 
of sand a pavement of the best qualitv of vitrified paving brick 
shall be laid. Great care must be taken to have the surface of 
this sand layer exactly parallel to the desired street surface 
after completion. To accomplish this a wooden screed must 
be used whose lower side is cut out to the proper curve by 
computing a suflBcient number of ordinates. The screed will 
rest on one end on top of the curb and will reach to the center 
of the street or railroad track, where it will rest on a carefully 
adjusted piece of scantling or on the top of rail respectively. 
It shall then be properly weighted and drawn along slowly: 
an almost perfect sand grade will thus be obtained. No hand 
luting will be permitted except where the use of screed is 
impossible. The bricks shall not be less than eight inches nor 
more than nine inches long, not less than two and one-half 
inches nor more than three inches wide, not less than four inches 



SPECIFCATIONS FOR STREET PAVEMENTS, ETC. 177 

nor more than four and one-half inches deep, with rounded 
edges with a radius of three-eighths of an inch. Said brick 
shall be of the kind known as "repressed" brick, and shall be 
repressed to produce a mass free from internal flaws, cracks or 
laminations. 

The bricks shall be free from lime or other impurities that 
will injuriously affect them when immersed in water, uniform 
in size and quality, and thoroughly burned and annealed. 

All bricks so distorted in burning, or with such prominent 
kiln marks as to produce an uneven pavement, shall be rejected. 

Each bidder shall submit one hundred bricks, which shall 
be subjected to such physical tests as may, in the opinion of 
the street commissioner, be necessary to determine their 
quality and suitability for the work. 

To secure uniformity in bricks of approved manufacture, 
delivered for use, the following tests shall be made: 

1. They shall show a modulus of rupture in cross- 
breaking of not less than two thousand pounds per square inch. 

2. Specimen bricks shall be placed in the machine known 
as a "Rattler" twenty-eight inches in diameter, making thirty 
revolutions per minute. The number of revolutions for a 
standard test shall be eighteen hundred, and if the loss of 
weight by abrasion or impact during such test shall exceed 
twenty-five per cent of the original weight of the bricks, then 
the bricks shall be rejected. An official test to be the average 
of two of the above tests. 

3. They shall not absorb more than two per cent of their 
own weight of water after being immersed for forty-eight 
hours : this test to be made after bricks have been broken and 
passed through the rattler. 

No bid contemplating the use of rejected brick shall be 
entertained. 

Samples may be submitted by manufacturers, in which 
case the bidder proposing to use brick of such manufacture 
will not be required to submit samples. The quality of brick 
furnished must conform to the samples presented by the manu- 
facturers and kept in the office of the street commissioner. 
The street commissioner reserves the right to reject any and 
all bricks, which, in his opinion, do not conform to the above 
specifications. Any brick may have a proper shrinkage, but 
shall not differ materially in size from the accepted samples of 
the same make, nor shall they differ greatly in color from the 
natural color of the well-burned brick of its class and manu- 
facture. 

No bats or broken bricks shall be used, except at the curbs 
or gutter as the case may be, where nothing less than a half 
brick shall be used to break joints. The bricks to be laid in 

12 



178 ENGINEERING SPECIFICATIONS. 

straight lines and all joints broken by a lap of at least t^vo 
inches, to be set on edge on the sand as closely and compactly 
as possible and at right angles with the line of the curb or 
gutter, as the case may be, except at street intersections, where 
they are to be laid as the street commissioner may direct. 

The pavement to be surfaced up by a thorough rolling 
with a steam roller weighing not less than three nor more than 
six tons, and when completed to conform to the true grade and 
cross-sections of the roadway. Wherever a roller can not be 
used, the pavement to be thoroughly rammed two or three 
times with a paver's rammer weighing not less than seventy- 
five pounds. 

An expansion joint one inch in width shall be placed on 
each side of the roadway against the curb or outer edge of 
gutter, as the case may be. This joint, about four inches m 
depth shall be filled with pitch, heated to a temperature of 
three hundred degrees, Farenheit, to within one-half inch of 
surface of pavement: the remaining one-half inch to receive a 
dressing of clean, coarse sand. ^ ^ 

All joints in the pavement shall be completely filled with 
Portland cement grout. 

The grout shall be mixed in portable boxes in the propor- 
tion of one part cement to one part sand. Not more than one 
ordinary water bucket full of cement with the same amount of 
fine sand shall be mixed at a time. The cement and sand to 
be thoroughly mixed dry until no streaks appear in the mixture, 
then sufficient water to be added to make the grout of proper 
fluidity, when properly stirred. The grout shall be trans- 
ferred to the pavement in scoop shovels and rapidly swept into 
the joints by Steel brooms. During this procedure the grout 
remaining in the box must be constantly stirred in order to 
prevent a separation of the sand from the cement. After the 
grouting of the pavement has been completed the newly finished 
work must be kept from traffic by putting up substantial 
blockades and if deemed necessary by watchmen stationed to 
protect the barricades. This blockade must be kept up for at 
least seven days after the grout is applied. 

The surface of the pavement, when completed, shall be 
covered with one-half inch of clean, coarse sand of approved 
quality, which, with all dirt, shall be removed from the pave- 
ment and sewer inlets by or at the expense of the contractor at 
such time before the final acceptance of the work as the street 
commissioner may direct. St. L. 

Following the above specification is a *'maintenance 
clause," similar to that given in the following article, provid- 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 179 

ing for the maintenance of the pavement in good repair for a 
period of nine years.* The contract price provided also for an 
annual sum to be paid for maintenance, and the bond given by 
the contractor covered the maintenance, as well as the original 
construction. 

The tests to which the brick are submitted under this 
specification are the same as those given in Art. 133. 

135. Specification for Asphaltum Pavement. 

After describing the preparation of the roadbed, curbing, 
concrete foundation, having a depth of five inches, etc., the 
following specifications of the asphaltum body and wearing 
surface are employed. 

BINDER. 

The second or binder course will consist of a fine bitumin- 
ous concrete composed of clean broken stone, slag or gravel, 
not exceeding one and one-half (i^) inches in their largest 
dimensions, thoroughly screened, and asphaltic cement made 
from lake asphalt, as below described. The stone, slag or 
gravel, will be heated by passing through revolving heaters 
and thoroughly mixed by machinery with the asphaltic cement 
in the proportion of not less than fifteen gallons of the asphaltic 
cement to one (i) cubic yard of stone, slag or gravel. The 
mixture will be so made that the resulting binder has life and 
gloss without an excess of cement. Should it appear dull from 
over heating or lack of cement it will be rejected. This binder 
will be hauled to the work and spread on the base with hot 
iron rakes, and immediately rammed and rolled with hand and 
steam rollers while in a hot and plastic condition, until it has a 
thickness of one and one-half (i^) inches. The upper 
surface will be made exactly parallel with surface of the pave- 
ment to be laid. 

WEARING SURFACE. 

Upon this binder course thus prepared shall be laid a 
wearing surface or pavement proper, the basis of which shall 



♦This clause was declared illegal under the former charter, but is now (1902) enforced 
under a new charter amendment which provides for a "guarantee" and for keeping the 
pavement in repair for a term of years. 



180 ENGINEEKING SPECIFICATIONS. 

be composed of lake asphalt unmixed with any of the prodr-ts 
of coal tar, of a nature and quality proved to be durable and 
proper by having been in successful use in roadway pavements 
in one or more cities of the United States for a period of at 
least two years and in an amount greater than five thousand 
square yards in each of said cities. 

The wearing surface shall be composed of — 

ist. Refined lake asphaltum. 

2d. Heavy petroleum oil. 

3d. Clean sharp sand. 

4th. Fine powder of carbonate of lime. 

Refined asphalt shall be smooth and free from lumps of 
unmelted pitch or organic matter not bituminous. It shall not 
at any time reach a temperature over 375 degrees Fahrenheit. 
The asphaltic cement shall be prepared from such refined 
asphalt as may be approved by the street commissioner, and 
suitable heavy petroleum oil or other approved solvent. 

The heavy petroleum oil, which may be the residuum by 
distillation of the petroleum oils as found in the market, gen- 
erally contains water, light oils, coke, and a gummy substance 
soluble in water. This petroleum oil is freed from all im- 
purities and brought to a specific gravity of from 18 degrees to 
22 degrees Beaume, and a fire test of 250 degrees Fahrenheit. 

To the melted asphalt, at a temperature of not over 325 
degrees Fahrenheit, the oil, after having been heated to at 
least 150 degrees Fahrenheit, is to be added in suitable propor- 
tions to produce an asphalt cement. To accomplish this, from 
i:^ to 21 pounds of oil per 100 of refined asphalt will be 
required. As soon as the oil has begun to be added, suitable 
agitation, by means of an air blast or other acceptable appli- 
ances, will commence and be continued till a homogeneous 
cement is produced. The appliances for agitation shall be 
such as to accomplish this in at least ten hours, durmg which 
the temperature shall be kept at from 290 degrees to 325 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 181 

Fahrenheit, and no higher. If the cement then appears homo- 
geneous and free from lumps and from inequalities, as shown 
by samples from different parts of the still, it may be used. 
Should it not prove homogeneous, such deficiencies as may 
exist shall be corrected by the addition of hot oil or melted 
asphalt, in the necessary proportion. 

They shall be mixed in the following proportions by 
weight: 

Pure asphalt 100 parts. 

Heavy petroleum oil 15 to 20 parts. 

The asphaltic cement being made in the manner above 
described, the pavement mixture shall be formed of the follow- 
ing materials, and in proportion stated: 



Asphaltic cement from 12 to 15 

Sand from 83 to 70 

Pulverized carbonate of lime from 5 to 15 

100 100 



Limestone dust shall be an impalpable powder of carbonate 
of lime, the whole of which will pass a 30-mesh screen, and at 
least 75 percent pass a loo-mesh screen. 

The sand and asphaltic cement are heated separately to 
about three hundred degrees Fahrenheit. The pulverized 
carbonate of lime, while cold, is mixed with the hot sand in 
the required proportions, and is then mixed with the asphaltic 
cement at the required temperature, and in the proper propor- 
tion, is a suitable apparatus, which will effect a perfect mixture. 

The pavement mixture, prepared in the manner thus 
indicated, shall be laid on the foundation. It shall then be 
carefully spread, by means of hot iron rakes, in such manner 
as to give a uniform and regular grade, and to such depth that 
after having received its ultimatte compression, it shall have a 
thickness of two inches. The surface shall then be compressed 
by rollers; after which a small amount of hydraulic cement 
shall be swept over it, and it shall then be thoroughly com- 



181a ENGINEEEING SPECIFICATIONS. 

pressed by a steam roller, weighing not less than ten (lo) tons, 
in order to get a thoroughly compressed wearing surface, the 
rolling being continued as long as it makes an impression on 
the surface. 

The powdered carbonate of lime shall be of such degree of 
fineness that 5 to 15 per centum by weight of the entire mix- 
ture for the pavement shall be an impalpable powder of lime- 
stone, and the whole of it shall pass a No. 26 screen. The 
sand shall be of such size that none of it shall pass a No. So 
screen, and the whole of it pass a No. 10 screen. 

In order to make the gutters, which are consolidated but 
little by traffic, entirely impervious to water, a width of twelve 
inches next the curb shall be coated with hot pure asphalt and 
smoothed with hot smoothing irons, in order to saturate the 
pavement to a certain depth with an excess of asphalt. 

TOOLS AND SAMPLES OF MATERIALS. 

The contractor shall furnish and have on the line of work 
at all times, a complete and sufficient plant of tools, rollers, 
carts, etc., as may be determined by the street commissioner, 
to carry on the work in an expeditious and workmanlike 
manner, also furnish samples of the crude lake asphalt to be 
used in the work, properly labeled, also samples of the wearing 
surfaces as prepared for use, and the statement of the amount 
of each material used in making up the pavement mixtures, 
when called for by the street commissioner. 

In order that the asphalt may be fully tested, each bidde^ 
must deposit with the street commissioner, at least three days 
before making his bid, samples of materials he intends to use, 
together with certificates and statements as follows: 

I St. A specimen of the crude asphaltum not less than 
five (5) pounds in weight with a certificate stating the place 
from whence the asphaltum was taken. 

2d. A specimen of the asphaltic cement not less than 
five (5) pounds in weight with a statement of its composition, 
and also a statement of the composition of the proposed wear- 
ing surface. 



I 



SPECIFICATIONS FOE STREET PAVEMENTS, ETC 181b 

3d. A sample of the pavement surface showing the 
Asphalt after two years' actual use in a street, said sample to be 
not less than one foot square and to be accompanied by a cer- 
tificate from the proper city official showing the time during 
which said pavement has been in use. on the street on which it 
was laid, and the certificate shall further show that the pave- 
ment from which the sample is taken, or similar pavement, has 
been in successful use on one or more roadways in said city for 
a period longer than two years, and in an amount greater than 
five thousand (5000) square yards. 

4th. A statement of the location and the capacity in 
square yards per day of the works or factory where the paving 
material is to be prepared. 

Specimens must be furnished to the street department as 
often as may be required during the progress of the work. 

MAINTENANCE. 

The said , party of the first part, expressly guar- 
antees to maintain at grade and surface in good order the 
aforesaid work of reconstruction throughout and at the end of 
the full period of nine years, commencing one year after the 
said work of reconstruction is completed and accepted, and 
binds himself, his heirs and assigns to make all repairs which 
may from any imperfection in said work or materials or from 
any rotting, crumbling or disintegration of the materials, 
become necessary within that time ; and the party of the first 
part shall, whenever notified by the street commissioner that 
repairs are required, at once make such repairs at his own 
expense, and if they are not made within the proper time, the 
street commissioner shall have power to cause such repairs to 
be made, and the cost thereof shall be paid out of the fund 
provided for the payment of contracts for street maintenance, 
and the amount shall be deducted from any money then due 
under the contract, or which may thereafter become due. At 
the end of the nine-year period the street commissioner must 
determine whether or not the street is in good order at grade 
and surface, and the principal and his sureties under this con- 



182 ENGINEERING SPECIFICATIONS. 

tract shall not be discharged from liability on their maintenance 
bond hereunder until the street commissioner shall so determine 
and certify thereto in writing to the principal under this con- 
tract. And it is further expressly agreed, that if at any time 
during the term for which the contract for the maintenance of 
the above street is in force, the pavement of said street, or any 
part thereof, has deteriorated to such an extent as to require, 
in the opinion of the board of public improvements, reconstruc- 
tion, the street commissioner shall, with the approval of the 
board of public improvements and of the mayor, notify the 
contractor that reconstruction is necessary, and the contractor 
shall, within three months after receiving such notice, recon- 
struct the whole or such part of the pavement with the same 
kind of material as heretofore applied, or with some other 
material approved by the board of public improvements. And 
if the contractor fails to reconstruct the street within three 
months after having been notified, the board of public 
improvements may, with the approval of the mayor, cancel the 
contract and relet the work of reconstructing the pavement, 
and that the cost of -such reconstruction shall be paid by the 
city and the amount collected by suit from the contractor or his 
sureties, not to exceed fifteen dollars per square of pavement, 
included in the contract. 

And it is further agreed that whenever any repairs of the 
street are made necessary from the construction of sewers, the 
laying of pipes or telegraph wires, or from any other disturb- 
ance of the pavement by parties acting under permits issued by 
the city, the contractor shall, on notification from the street com- 
missioner, immediately make all necessary repairs in conformity 
with the specifications for this class of work. The cost of all 
such repairs, exclusive of trenching and back filling, which shall 
be done by the parties who hold the permits, and in the same 
manner as now required by existing ordinances, shall be paid 
for at the full contract price for a superficial square of new 
pavement out of the fund set apart for the payment of con- 
tracts for the maintenance of streets, and the amount shall be 
certified by the street commissioner to the auditor, who shall 
reimburse, by transfer, the aforesaid fund from the funds of the 
proper department, if the repairs were made necessary by the 
construction of any public improvement ; and out of the funds 
to be deposited by persons obtaining permits for opening 
streets before such permits are granted, if the repairs are made 
necessary by work done under such permits. And it is agreed 
that the contractor shall have the right to make all repairs 
which become necessary by the construction of any public 
improvement or work done by private parties under permits 
given by the city. St. L. 



SPECIFICATIONS FOR STREET PAVEMENTS, ETO. 183 

136. Specification for Asphalt Pavement. The 

following specification for asphalt pavement was prepared in 
1892 for the Department of Public Parks, of New York City, 
(and incorporated by Mr. A. P. Boiler) for such a pavement 
upon the new Harlem river bridge at 155th St., New York, 
It probably embodies the latest and most approved methods of 
making such a pavement, and so far as it is applicable to ordi- 
nary street pavements, it might be followed with advantage. 

The sub-surface must then be brought to a uniform grade 
and cross-section not to exceed a crown of three inches in width 
of roadway by filling all depressions with a fine bituminous 
concrete or binder, to be composed of clean, broken stone not 
exceeding one inch in their largest dimensions, thoroughly 
screened, and coal tar residuum, commonly known as No. 4 
paving composition. 

If required by the department of public parks, clean, sharp 
sand may replace a portion of the broken stone. 

The stone or stone and sand must be heated by passing 
through revolving heaters, and thoroughly mixed by machinery 
with the paving composition in the proportion of one (i) gal- 
lon of paving composition to one (i) cubic foot of stone. 

This binder must be hauled to the work and spread 
with hot iron rakes in all holes or inequalities and depressions 
below the true grade of the pavement, to such thickness that 
after being thoroughly compacted by tamping and hand rolling 
the surface shall have a uniform grade and cross-section, and 
the thickness of the binder at any point shall be not less than 
three quarters of an inch. 

The upper surface shall be exactly parallel with the surface 
of the pavement to be laid. 

Upon this foundation must be laid the wearing surface or 
paving proper, the basis of which or paving cement must be 
pure asphaltum, unmixed with any of the products of coal tar. 

The wearing surface must be composed of: — 

1. Refined asphaltum. 

2. Heavy petroleum oil. 

3. Fine sand, containing not more than one per centum 
of hydro-silicate of alumina. 

4. Fine powder of carbonate of lime. 

The asphaltum must be specially refined and brought to a 
uniform standard of purity and gravity of a quality to be 
approved by the engineer. 

The heavy petroleum oil must be freed from all impurities 
and brought to a specific gravity of from eighteen to twenty 



184 ENGINEERING SPECIFICATIONS. 

two degrees Beaume, and a fire test of two hundred and fifty 
degrees Fahrenheit. 

From these two hydro-carbons shall be manufactured an 
asphaltic cement which shall have a fire test of two hundred 
and fifty degrees Fahrenheit, and at a temperature of sixty 
degrees Fahrenheit shall have a specific gravity of 1.19, said 
cement to be composed of one hundred parts of pure asphalt 
and from fifteen to twenty parts of heavy petroleum oil. 

The asphaltic cement being made in the manner above 
described, the pavement mixture will be formed of the follow- 
ing materials, and in the proportions stated ; 

Asphaltic cement from 12 to 15 

Sand from 83 to 70 

Pulverized carbonate of lime from 5 to 15 

The sand and asphaltic cement are to be heated separately 
to about three hundred degrees Fahrenheit. The pulverized 
carbonate of lime, while cold, shall be mixed with the hot sand 
in the required proportions, and then mixed with the asphaltic 
cement at the required temperature, and in the proper propor- 
tion, in a suitable apparatus, which will effect a perfect mixture. 

The pavement mixture prepared in the manner thus indi- 
cated must be brought to the ground in carts at a temperature 
of about two hundred and fifty degrees Fahrenheit, and if the 
temperature of the air is less than fifty degrees, iron carts, with 
heating apparatus, must be used in order to maintain the proper 
temperature of the mixture ; it shall then be carefully spread 
by means of hot iron rakes, in such manner as to give a uni- 
form and regular grade, and to such depth that after having 
received its ultimate compression, it will have a thickness of 
two inches at crown of roadway, tapering off, if required, to 
about one inch at gutters. The surface shall then be com- 
pressed by hand rollers, after which a small amount of 
hydraulic cement shall be swept over it, and it shall then be 
thoroughly compressed by a steam roller weighing not less than 
two hundred and fifty pounds to the inch run ; the rolling to be 
continued for not less than five hours for every one thousand 
yards of surface. 

The powdered carbonate of lime must be of such degree of 
fineness that five to fifteen per centum by weight of the entire 
mixture for the pavement shall be oi an impalpable powder of 
limestone, and the whole of it shall pass a No. 26 screen. The 
sand must be of such size that none of it shall pass a No. 80 
screen, and the whole of it must pass a No. 10 screen. 

In order to make the gutters, which are consolidated but 
little by traflfic, entirely impervious to water, a width of twelve 
inches next the curb must be coated with hot, pure asphalt 
and smoothed with hot smoothing irons in order-t:o saturate the 
pavement to a certain depth with an excess of asphalt. 



SPECIFICATIONS FOE STEEET PAVEMENTS, ETC. 185 

If rock asphalt be used, it must be natural bituminous 
limestone rock: (i) from the Sicilian mines at Ragusa, equal 
in quality and composition to that mined by the United Lim- 
mer and Ver Wohle Rock Asphalte Company, Limited; (2) 
from the Swiss mines at Val de Travers, equal in quality and 
composition to that mined by the Neuchatel Rock and Asphalte 
Company, Limited, or (3) from the French mines at Seyssel, 
equal in quality and composition to that mined by the Com- 
pagnie Generale des Asphaltes de France, and it shall be pre- 
pared and laid as follows: 

(i) The lumps of rock shall be finely crushed and pul- 
verized, the powder shall then be passed through a fine sieve. 
Nothing whatever shall be added to or taken from the powder 
obtained by grinding the bituminous rock. The powder shall 
contain from nine to twelve per cent, natural bitumen, eighty 
eight to ninety one per cent, pure carbonate of lime, and must 
be free from quartz, sulphates, iron pyrites, or aluminum. (2) 
This pow'der shall be heated in a suitable apparatus to two 
hundred or two hundred and fifty degrees Fahrenheit, and 
must be brought to the ground at such temperature in carts 
made for the purpose, and then carefully spread on the foun- 
dation previously prepared, to such depth that, after having 
received its ultimate compression, it will have a thickness of 
two inches. (3) It shall be skillfully compressed by heated 
rammers and rolled until it shall have the required thickness 
of two inches. (4) The surface to be rendered perfectly even 
by heated smoothers, and to be rolled with a steam roller 
weighing not less than two hundred and fifty pounds to the 
inch run, the rolling to continue for not less than five hours for 
each one thousand yards of surface. A. P. B. 

137. Speciflcation for Granite Pavement. The fol- 
lowing specification for granite pavement is that used in the city 
of Milwaukee so far as the granite paving is concerned. These 
granite blocks are laid upon a concrete foundation six inches 
thick, and this latter upon a carefully prepared surface which 
has been thoroughly rolled with a heavy roller. The concrete 
is made of natural cement one part, sand two parts, and broken 
stone five parts. On this is spread a sand cushion two inches 
thick when compacted, on which the granite blocks are laid. 

Granite Block Paving. The blocks must consist of a hard 
granite uniform in grain and texture, without lamination or 
stratification and free from excess of mica or feldspar. Neither 
hard basaltic stone that will take a smooth polish under traffic, 



186 ENGINEERING SPECIFICATIONS. 

nor soft or weather worn stones nor syenite will be accepted. 
The blocks must by rectangular in form, of not less than three 
(3) nor more than four and one half (4 ^) inches in thick- 
ness, nor less than six (6) or more than seven (7) inches in 
depth, nor less than eight (8) or more than twelve (12) inches in 
length, and so split and dressed with fair and true surfaces on top, 
bottom and ends so that when laid close together the end joints 
will fit close together, and the side joints will not exceed three 
fourths (^) inch in width. The blocks will be imbedded in 
the sand bed and laid at right angles to the line of the street, 
except at street and alley intersections, where the same will be 
laid at an angle of about 45 degrees with the line of the street. 
The stone will be laid close together with the top surface 
smoothly conforming to the crown of the street. Each course 
is to be of uniform width, with each longitudinal joint broken 
by a lap of not less than two inches. The blocks are to be 
immediately covered with sufficient, clean, fine, hot, screened 
gravel to fill the joints, to not more than 3 ^ inches from the 
top after which the blocks will be tamped with a heavy paver's 
ram to a firm, unyielding and uniform smooth surface. The 
joints will then be filled flush with top of pavement with a hot 
paving cement obtained by direct distillation of coal tar, imme- 
diately after which fine, dry, hot gravel will be run into the 
joints. Not less than three (3) gallons of paving cement shall 
be used to each square pard of pavement.* M. 

138. Specification for Granitoid Sidewalks. Side- 
walks made after the following specifications are now exclusively 
used in St. Louis, and have been in use in that city for many 
years. Where granite can be obtained at a reasonable price, it 
is thought this composition is more durable and satisfactory for 
sidewalks than any other material or mixture which has ever 
been used. The making of these sidewalks has grown to be a 
very large industry in St. Louis and the price has been gradu- 
ally reduced because of the great amount of this kind of work 
done, until in 1895, the total cost of removing old pavement, 
regrading, laying the foundation and pavement as here described 
in the most approved manner, and strictly in accordance with 
this specification is from eighteen to twenty cents per square 
foot for the "ordinary single flagging." 

♦This treatment of the joints is especially satisfactory. — Author. 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 187 

The sidewalks shall be of three separate and distinct thick- 
ness and kinds, and shall be classified as follows: "Ordinary 
Single Flagging," "Extra Double Thick Flagging," and 
"Driveway OR Entrance Flagging," and shall be laid in 
the different localities within the above described limits at the 
discretion of the street commissioner, who shall determine which 
of the above named kinds shall be laid. 

Preparation of Bed. The sidewalks shall be excavated 
and shaped to the proper depth and grade as directed by the 
street commissioner, and all the refuse material therefrom shall 
belong to the contractor and shall be promptly removed from 
the line of work. 

Ordinary Single Flagging, After the shaping is done a 
foundation of cinders not less than eight (8) inches thick shall 
be placed upon the subgrade, which shall be well consolidated 
by ramming to an even surface, and which shall be moistened 
just before the concrete is placed thereon. 

After the sub-foundation has been finished the artificial 
stone flagging shall be laid in a good workmanlike manner. 

The same to consist of two parts: ist. A bottom course 
to be three and one half (3^) inches in depth. 2d. A finish- 
ing or wearing course, to be one half (5^) inch in depth. 

The bottom course shall be composed of crushed granite 
and the best Portland cement, equal to the Dyckerhoff brand, 
and capable of withstanding a tensile strain of 400 pounds to 
the square inch after having been three hours in air and seven 
days in water, and shall be mixed in the proportion of one part 
cement to three parts of crushed granite. 

The crushed granite shall consist of irregular, sharp-edged 
pieces, so broken that each piece will pass through a three 
fourths (^) of an inch ring in all its diameters, and which 
shall be entirely free from dust or dirt. 

The crushed granite and the cement in the above mentioned 
proportions shall first be mixed dry, then sufficient clean water 
shall be slowly added by sprinkling, while the material is con- 
stantly and carefully stirred and worked up, and said stirring 
and mixing shall be continued until the whole is thoroughly 
mixed. 

This mass shall be spread upon the sub-foundation and 
shall be rammed until all the interstices are thoroughly filled 
with cement. 

Particular care must be taken that the bottom course is well 
rammed and consolidated along the outer edges. 

After the bottom course is completed, the finishing or 
wearing course shall be added. This course to consist of a 
stiff mortar composed of equal parts of Portland cement and 
the sharp screenings of the crushed granite, free from loamy or 
earthy substances, and to be laid to a depth of one half (^) 



188 ENGINEEEING SPECIFICATIONS. 

of an inch and to be carefully smoothed to an even surface, 
which, after the first setting takes place, must not be disturbed 
by additional rubbing. 

When the pavement is completed it must be covered for 
three days and be kept moist by sprinkling. 

Extra Double Thick Flagging. After the grading and 
shaping is done, a foundation of cinders not less than six (6) 
inches thick shall be placed upon the subgrade, which shall be 
well consolidated by ramming to an even surface and which 
shall be moistened just before the concrete is placed thereon. 
After the sub-foundation has been finished the artificial stone 
flagging shall be laid in a good, workmanlike manner. 

The same to consist of two parts: ist. A bottom course 
to be five (5) inches in depth. 2d. A finishing or wearing course 
to be one (i) inch in depth. 

The bottom course shall be composed of crushed granite 
and the best Portland cement equal to the Dyckerhoff brand, and 
capable of withstanding a tensile strain of 400 pounds to the 
square inch after having been three hours in air and seven days 
in water, and shall be mixed in the proportion of one part of 
cement to three parts of crushed granite. 

The crushed granite shall consist of irregular, sharp-edged 
pieces, so broken that each piece will pass through a three 
fourths (^) of an inch ring in all its diameters, and which 
shall be entirely free from dust or dirt. 

The crushed granite and the cement in the above mentioned 
proportions shall first be mixed dry, then sufficient clean water 
shall be slowly added by sprinkling, while the material is con- 
stantly and carefully stirred and worked up, and said stirring 
and mixing shall be continued until the whole is thoroughly 
mixed. 

This mass shall be spread upon the sub-foundation and shall 
be rammed until all the interstices are thoroughly filled with 
cement. 

Particular care must be taken that the bottom course is well 
rammed and consolidated along the outer edges. 

After the bottom course is completed the finishing or wear- 
ing course shall be added. This course to consist of a stiff 
mortar composed of equal parts of Portland cement and the 
sharp screenings ol the crushed granite, free from loamy or 
earthy substances, and to be laid to a depth of one (i) inch and 
to be carefully smoothed to an even surface, which, after the 
first setting takes place, must not be disturbed by additional 
rubbing. 

When the pavement is completed it must be covered for 
three days and be kept moist by sprinkling. 

Driveway or Entrance Flagging. — After the grading and 
shaping is done, a foundation of crushed limestone and hydraulic 



SPECIFICATIONS FOR STREET PAVEMENTS, ETC. 189 

cement mortar shall be laid to a depth of six (6) inches on the 
subgrade. The stone used in this concrete shall be broken so 
as to pass through a two (2) inch ring in its largest dimensions. 
The stone shall be cleaned from all dust and dirt and thoroughly 
wetted and then mixed with mortar, the general proportion 
being: One part of cement, two parts of sand, and five parts 
of stone. It shall be laid quickly and then rammed until the 
mortar flushes to the surface. No walking or driving over it 
shall be permitted when it is setting, and it shall be allowed to 
set for at least twelve hours, and such additional length of time 
as may be directed by the street commissioner or by his duly 
authorized agents, before the pavement is put down. 

After the subfoundation has been finished, the artificial 
stone flagging shall be laid in a good, workmanlike manner. 
The same to consist of two parts: ist. A bottom course to 
be five (5) inches in depth. 2d. A finishing or wearing course 
to be one (i) inch in depth. 

The bottom course shall be composed of crushed granite 
and the best Portland cement, equal to the Dyckerhoff brand, 
and capable of withstanding a tensile strain of 400 pounds to 
the square inch after having been three hours in air and seven 
days in water, and shall be mixed in the proportion of one part 
cement and three parts of crushed granite. 

The crushed granite shall consist of irregular, sharp-edged 
pieces, so broken that each piece will pass through a three 
fourths {%) of an inch ring in all its diameters, and which shall 
be entirely free from dust or dirt. 

The crushed granite and the cement in the above men- 
tioned proportions shall first be mixed dry, then sufficient clean 
water shall be slowly added by sprinkling, while the material 
is constantly are carefully stirred and w^orked up, and said stir- 
ring and mixing shall be continued until the whole is thorough- 
ly mixed. 

This mass shall be spread upon the subfoundation and 
shall be rammed until all the interstices are thoroughly filled 
with cement. 

Particular care must be taken that the bottom course is 
well rammed and consolidated along the outer edges. 

After the bottom course is completed, the finishing or 
wearing course shall be added. This course to consist of a 
stiff mortar composed of equal parts of Portland cement and 
the sharp screenings of the crushed granite, free from loamy or 
earthy substances, and to be laid to a depth of one (i) inch 
and to be carefully smoothed to an even surface, which, after 
the first setting takes place, must not be disturbed by additional 
rubbing. 

When the pavement is completed, it must be covered for 
'three days and be kept moist by sprinkling. St. L. 



190 ENGINEERING SPECIFICATIONS. 



SPECIFICATIONS FOR SEWERS. 

139. Speciflcations for Brick and Tile Sewers. 
The following specifications for brick and tile sewers are those 
used in the city of St. Louis, so far as they relate to the con- 
struction proper, except that part relating to the use of cement, 
concrete, and rubble masonry. As specifications on these sub- 
jects are given elsewhere, they are not included here: 

Excavation. — All excavation shall be done by open cut 
from the surface, except where tunneling is shown on the plans 
or is expressly permitted or directed by the sewer commissioner. 

Wherever the material is of such a nature as to allow it, 
the bottom of the excavation up to the greatest horizontal 
diameter of the sewer shall be made with a template so as to 
conform to the exact shape of the brickwork. Above this line 
the cut may, in all ordinary cases, be carried to the surface at 
such a slope as the contractor may desire, but it will be calcu- 
lated with a slope of one horizontal to 

vertical, whatever may be the actual slope. Should the con- 
tractor think it best to keep the sides of the excavation vertical 
by bracing or otherwise, it is expressly understood that it shall 
be done at his own cost and risk. 

Rock shall be excavated so as to conform as nearly as possi- 
ble to the lower half of the sewer, and all irregularities shall be 
filled with masonry or concrete so as to make a smooth bed for 
the brick work. The amount of the excavation in rock cuts 
will be calculated with a base at the bottom of the brickwork 
equal to the greatest horizontal diameter of the sewer, and 
with side slopes of the same inclinations as in other excavations. 
All the rock taken from the excavations shall belong to the 
contractor for his own use. 

Wherever the excavation can not be adapted to the shape 
of the brickwork, it shall be done according to such directions 
as may be given in each case. 

The sides of the excavation shall, whenever it may be 
necessary, be supported with suitable plank and shoring, but no 
allowance will be made therefor unless the same is left in by 
express orders of the sewer commissioner, when it will be 

paid for at dollars per thousand feet, board 

measure. In all other cases it will be drawn as the work 
progresses and not paid for by the city. 

The contractor shall, at his own cost, keep the trenches 
free from water during the progress of the work. Excavated 
material must be so placed as not to interfere with travel on 



SPECIFICATIONS FOR SEWERS. 191 

the street or to incommode occupants of adjoining property. 
Trenches shall not be opened more than 200 feet in advance of 
the laying of the sewer. 

Back Filling. — Back filling shall follow close after the 
construction of the sewer, and in no case be more than 100 feet 
in the rear. 

The filling of the earth around and on top of the sewers 
shall be done with the utmost care, and in a manner to obtain 
the greatest compactness and solidity possible. For that pur- 
pose the earth shall be laid and rammed in regular layers not 
more than nine inches thick up to the surface of the street, or 
thoroughly soaked with water, as may be directed by the sewer 
commissioner.* The macadamizing, if any has been removed, 
shall be carefully replaced on the top of the said filling ; and 
when paving has been removed it shall be replaced in the same 
manner as when originally constructed, and the street or alley 
left in as good condition as it was before. If any new mater- 
rials are needed for such repairing, they shall be of the best 
quality, and shall be furnished and put down by the contractor 
at his own cost. 

The gutter paving in front of and adjoining sewer inlets 
shall be taken up and replaced in proper shape, so as to con- 
duct the storm water into the sewer inlets. 

All work of restoring the surface of the streets and alleys 
shall be done to the satisfaction of the street commissioner, or 
his duly authorized agents, immediately after the sewer is laid. 
If not so done within five days after notice, the work may be 
done by the street commissioner, and the cost thereof shall be 
paid by the contractor; and in default of payment, the cost 
may be retained by the city of St. Louis, out of any money that 
may be due or become due to the contractor under this contract. 

Surplus Earth. — All surplus earth shall be hauled away 
promptly to such places, within a distance of 3,000 feet, as the 
sewer commissioner shall designate, and be spread according 
to his directions ; but if no such place is designated, the con- 
tractor shall dispose of such surplus at his own risk and expense. 
No surplus earth shall be deposited on private property, if 
within the limit just named, it can be used on the streets or 
alleys or other public places. But if no such use can be found 
for it, it may, with the consent of the sewer commissioner, be 
deposited on private property ; but all earth so deposited with- 
out the consent of said commissioner, shall be measured, and 
the amount thereof deducted from the measurement of the 
excavation. 

The price paid for earth and rock excavation shall cover 
the whole cost of excavating the trenches and refilling the same 

• A better plan is to thoroughly ram the layers in nine-inch courses and then to 
al59 thoroughly soak with water every four or five feet, whenever water is available. 
13 



192 ENGINEERING SPECIFICATIONS. 

with earth, restoring the street and hauling away the surplus 
materials, as well as the whole cost of pumping, bailing, plank- 
ing, and shoring, excepting such planking as may be left m by 
express orders as hereinbefore specified. 

Bricks. All the bricks used shall be of uniform texture,, 

hard-burned entirely through, free from lime or other impuri- 
ties, that will affect them in water, and shall have straight edges 
and' square angles. Broken bricks must not be brought on the 
ground, and such as are broken afterwards in handling shall be 
used only in making closures, or as shall be otherwise specially 

directed. w ^u 

The bricks are to be culled as they are brought on the 
ground, and all bricks of improper quality thrown out-and 
removed from the ground. The culling to be done at the 
expense of the contractor, who shall furnish the nispector with 
men for this and similar purposes, when required. 

Brick Masonry.— In building brick masonry, none but 
careful and skillful bricklayers shall be employed. 

The bricks shall be clean and thoroughly wet just before 
being laid, unless otherwise specially directed. Every brick 
shall be laid with a ^ush joint; that is, by placing sufficient 
mortar on the bed and forcing the brick into it in such a manner 
as to thoroughly fill every joint, whether on the bottom, side or 
end of the brick with mortar. The joints shall be made as 
nearly as possible of uniform thickness, not exceeding three 
eighths of an inch, and in the inside of the invert or lower arch, 
they shall not exceed one eighth of an inch. 

The bricks in each course shall be all stretchers, and to 
break joints with those in the adjoining courses. The bricks of 
the inside course shall be laid to a line and to the true cylin- 
drical or other form given for each case. The inside course 
shall also be made of the smoothest and hardest bricks, care- 
fully selected for this purpose. 

The upper arch shall be built on strongly made centers, 
which shall be drawn with great care, so as not to disturb the 
brickwork. The crown of the arch shall be properly keyed 
with stretchers, and all the joints be well filled with the mortar. 
The exterior surface of the upper arch shall be covered with a 
coating of mortar, not less than three eighths (^) of an inch 

thick. . , , , u 1 *u 

The mortar joints on the inside of the sewer below the 
center line shall be carefully struck when laid, and those above 
be scraped smooth with the brickwork immediately after the 
centers are drawn, and the mortar scraped off and entirely 
removed from the sewer, which is to be left perfectly clean 

throughout. ,,11- 

All unfinished brickwork must be racked back m courses, 
except when otherwise specially directed or permitted, and 



SPECIFICATIONS FOR SEWERS. 193 

when new work is to be joined to it, the surface of the bricks 
must be cleaned and moistened. 

Openings for branch sewers shall be made and junction 
pieces inserted in the main sewers in such manner and at such 
places as may be directed. Every junction piece shall be 
closed with a cover of earthenware, or with bricks and cement. 

All brickwork will be measured and paid for by the cubic 
yard of solid wall. 

TUNNELING. 

In tunneling, the excavation shall be made so as to con- 
form neatly to the regular section of the sewer, and nothing 
will be allowed for any excavation beyond this. All holes or 
irregularities outside of the regular section must be filled up 
solid with bricks and mortar, but no extra allowance will be 
made therefor. 

All timbers used in sustaining the excavation must be 
removed as the brickwork progresses. 

Points, by which to get the proper line of the sewer, will 
be given from time to time as may be needed, and from these 
the -contractor will be required to continue the line of the exca- 
vation at his own risk of its accuracy, and to correct at once 
any errors of alignment that may be discovered before the 
brickwork is finished. 

In tunnels, the quantities paid for will be the earth or rock 
excavated in the regular section of the sewer, and the brick or 
stone masonry required for this section, together with any foun- 
dation work that may have been expressly ordered, and the 
amount paid for these items shall be in full for furnishing all 
materials, and finishing the sewer; the cost of sinking shafts, 
pumping water, shoring, restoring falls and all accessory works 
of every kind being borne wholly by the contractor. Those 
parts only of the sewer will be paid for as tunnels, which are 
so marked on the plans exhibited at the time of the letting; all 
the rest will be paid for as open cut, regardless of the manner 
in which the work is actually done. 

PIPE SEWERS. 

All pipe sewers shall be made of the best quality of vitri- 
"fied clay pipe with smooth interior surface. Each piece shall 
be straight or evenly curved, as may be required, and in section 
shall not vary more than half an inch from a true circle. The 
thickness of six-inch pipes shall not be less than three quarters 
of an inch ; of twelve-inch pipes, not less than one and one 
eighth inches; of fifteen-inch pipes, not less than one and one 
quarter inches; and of eighteen-inch pipes, not less than 
one and one half inches. Junction pieces, for use in brick 



194 ENGINEEEING SPECIFICATIONS. 

sewers, shall be smoothly beveled off to an angle of forty-five 
degrees, and be not less than two feet long, exclusive of the 
socket. For pipe sewers the junction piece shall be a part 
of the main pipe, and no right angle junction shall ever be 

used. 

So far as the specifications for the excavation of trenches, 
shoring and pumping, preparation of foundations, backfilling 
and restoring the street surface, already given for brick sewers, 
can be made to apply to the construction of pipe sewers, they 
shall be followed. 

Each pipe is to be laid on a firm bed and in perfect con- 
formity with the lines and levels given. The bottom of the 
trench must be shaped so as to fit the lower half of the pipe as 
nearly as possible, with places cut at the joints for the sockets 
to rest in, so that the pipe shall have a uniform bearing on the 
ground from end to end. 

The pipes shall be joined by filling the socket with a mortar 
of pure cement without sand, with only water enough to give it 
a proper consistency. Great care must be taken to make the 
joint throughout the lower three fourths of the pipe perfectly 
water tight. The upper one fourth of joint, when so directed, 
shall be left open. 

The interior of the pipes shall be carefully cleaned from 
all dirt, cement and superfluous material of every description, 
and a wad made of a sack filled with hay, large enough to fill 
the pipe and attached to a rod or cord, shall, at all times be 
kept in the pipe and drawn forward as the swork proceed, care 
being taken not to loosen the joints. 

After the pipes are properly laid and joined, any space 
between them and the sides of the excavation must be filled with 
sand, either washed in or well rammed, up to the middle of the 
pipe. From this point for at least twelve inches above the top 
of the pipe, the earth shall be filled in so as not to disturb the 
pipes, and thoroughly rammed; after which, up to the surface, 
it may be either rammed in layers or thoroughly soaked with 
water, as may be directed by the sewer commissioner, so that 
the least possible settling will take place after the work is com- 
pleted. 

Pipe sewers will be paid for by the linear foot of finished 
work, the price so paid to be in full payment for furnishing and 
laying the pipe, including the earth excavation, shoring and 
pumping, backfilling, restoring the street surface, hauling away 
surplus material, and all other work and material required by 
the specifications or necessary to give a finished result. 

Where rock is encountered in pipe sewers, such rock 

excavation shall be paid for at the price named herein 1 — 

the amount to be estimated with 



SPECIFICATIONS FOR SEWERS. 195 

a base of six inches more than the inside diameter of the pipe 
and the side slope of one horizontal to eight vertical. 

140. Specification for Sewer Pipe. The follow- 
ing specification for sewer pipe and specials is probably the 
most carefully worked out of any found in current American 
practice. While these specifications are very full and complete 
in many details which are usually overlooked, they are not 
unreasonably severe. They simply describe clearly what kinds 
of faults will serve as cause for rejection, and are as valuable 
to the manufacturer of the pipe in enabling him to select those 
specimens which he feels will be accepted, as to the inspector 
himself, who is called upon to accept or reject the material 
when supplied upon the ground. This specification, therefore, 
has the great merit of extreme definiteness of meaning, which 
is the most vital and necessary quality of all specifications. 
They were prepared by an engineer who knew from experience 
exactly what could be furnished by the best sewer pipe manu- 
facturers without greatly increasing the cost. 

Sewer Pipe and Specials — Pipe sewers are composed of 
straight sections which are herein termed ^^pipe^*^ and of 
branches, bends, reducers, etc., which will here be called 
'''•specials*^ or '-'•special pieces. ^^ 

The main sewer, as well as all surface and lot lateral 
sewers, shall be constructed of the best quality of salt-glazed, 
vitrified stoneware sewer pipe, and all special pieces that may 
be required in the work shall be of the same description and 
quality. 

The pipes and specials must be carefully selected and 
examined by the contractor before or while being delivered 
upon the street, and all such material which may be used in 
the work must conform to the following requirements and con- 
ditions: 

All hubs or sockets must be of sufficient diameter to receive 
their full depth the spigot end of the next following pipe or 
special without chipping whatever of either, and also to leave a 
space of not less than i-8 inch in width all around for the 
cement mortar joint. Pipes and specials which can not be thus 
freely fitted into each other shall be rejected. 

In the case of pipes and specials of 12 inches and upward 
in diameter, at least 40 per cent, of all such that will be used 



196 ENGINEEKING SPECIFICATIONS. 

in the work must be truly circular or substantially circular in 
cross-section, and in the case of pipes and specials less than 12 
inches in diameter, at least 60 per cent, of the whole number 
required must be truly circular or substantially circular in cross- 
section. Of the remainder, in each case, the allowable diver- 
gence irom a truly circular cross-section shall never exceed the 
following limits: a. For an elliptical cross-section, the great- 
est internal diameter must not be more than from 6 to 7 per 
cent, longer than the least internal diameter in the same cross- 
section, b. For an oval or egg-shaped cross-section, the same 
rule as for eliptical cross-sections shall apply, c. Pipes and 
specials having cross-sections which exhibit angles, sharp 
curves ot flat places oi appreciable magnitude in the circumfer- 
ence, will be rejected. 

A single fire-crack, which extends throug^h the entire 
thickness of a pipe or special, must not be over two inches 
long at the spigot end, nor more than one inch long at the hub 
or socket end, measured in the latter case from the bottom, or 
shoulder, of said hub or socket. Two or more such fire-cracks, 
however, at either end of said pipe or special will cause the 
same to be rejected. 

A single fire-crack, which extends through only tzvo thirds 
of the thickness of a pipe or special, must not be over four 
inches Ions: at either end thereof, measured in the direction of 
its length. Two or more such fire-cracks, however, at either 
end of said pipe or special will cause the same to be rejected. 

A single fire-crack, which extends through only one half 
of this thickness of a pipe or special, must not be over six 
inches lonof at either end thereof, measured in the direction of 
its length. Two or more such fire-cracks, however, at either 
end of said pipes or special will cause the same to be rejected. 

A single fire-crack, which extends through less than one 
half of the thickness of a pipe or special, must not be over 
eight inches lon^-, measured in the direction of the length of 
such pipe. Two or more such fire-cracks, however, anywhere 
in the pipe will cause the same to be rejected. 

A transverse fire-crack in a pipe or special must not be 
longer than one sixth of the circumference of such pipe, nor 
shall its depth be greater than one third of the thickness 
thereof. Two or more such fire-cracks will be cause for 
rejection. 

No fire-cracks of any description shall, however, be more 
than one eighth inch wide at its widest point. 

No combination of the foregoing six limitations wmII be 
allowed, except with the express consent of the executive board 
and the city surveyor, as the intent and meaning of these 
restrictions or limitations is to insure the furnishing of the best 
marketable quality of pipe and specials by the contractor. In 



SPECIFICATIONS FOR SEWER PIPE. 197 

general, any pipe or special which exhibits more than one fire- 
crack of the magnitudes above mentioned should be rejected at 
once by the inspector in charge of the work of laying the pipes, 
unless there be time to make a thorough aud minute examina- 
tion of the other fire-cracks which it may display, and to 
become thereby convinced that they are of trifling significance. 

Any pipe or special which is found to be cracked through 
its whole thickness from any other cause except the process of 
burning in the kiln, shall be rejected at once, regardless of the 
extent of such crack. This refers particularly to damage done 
by transportation, by cooling or by frost. 

Irregular lumps or unbroken blisters on the interior surface 
of a pipe or special of sufficient size and number to form an 
appreciable obstruction to the free flow of the sewage, will be 
cause for rejection. A few small, unbroken blisters, not 
exceeding one fourth of an inch in height and one or two inches 
in diameter, upon the inner surface, need not reject a pipe or 
special. If there is a broken blister or a flake on the interior 
of a pipe or special which is thicker than one sixth of the nor- 
mal thickness of said pipe or special, and whose largest diame- 
ter is greater than one twelfth of the inner circumferenc of said 
pipe or special, the latter shall be rejected. Furthermore, if 
such broken blister or flake is as large or smaller than just 
defined, then, unless said pipe or special can be properly fitted 
and laid so as to bring such broken blister or flake on the top 
or upper side of the sewer, the said pipe or special shall also 
be rejected. 

Irregular lumps and small, unbroken blisters on the out- 
side of a pipe or special need not reject it. A large and 
broken blister or a flake on the outside of a pipe or special, 
which is thicker than one sixth of the normal thickness of said 
pipe, and whose largest diameter is greater than from one ninth 
to one twelfth of the outer circumference of said pipe, will 
cause the same to be rejected. Should, however, the broken 
blister or flake be withm the limits of size just defined, and 
should the pipe or special admit of being properly laid so as to 
bring said blister or flake on the upper part of the sewer, then 
said pipe or special may be accepted, if otherwise sound in all 
respects. 

Any pipe or special which betrays in any manner a want 
of thorough vitrification or fusion, or the use of improper 
materials and methods in its manufacture, shall be rejected. 
Attention of inspectors is particularly called to the character of 
the material composing the interior of a pipe or special where 
the same is exposed by the breaking of a blister, the removal 
of a flake, or the face of the spigot end of such pipe. 

All pipe and specials which are designed to be straight 
shall not exhibit any material deviation from a straight line 



198 ENGINEERING SPECIFICATIONS. 

Special curves or bends shall substantially conform to the 
degree of curvature and general dimensions that may be 
required. 

If a piece be broken out of the rim forming the hub or 
socket of a pipe or special without injuring the body of such 
pipe, the latter shall be rejected if the length of said broken 
piece, or the gap left thereby, is greater than one tenth of the 
circumference of said hub. In case that a defect of this nature, 
and within the limits just defined, occurs in a pipe or special, 
the latter shall also be rejected unless it can be so fitted in the 
sewer as to bring said defect on the upper part thereof. 

The attention of the inspector in charge of the work of 
laying the sewer pipe is herewith particularly directed to the 
foregoing requirements as to the quality of the pipe and specials 
that will be allowed in the sewer, and in all cases of doubtful 
interpretation of said requirements, the necessary definitions 
will be given by the city surveyor and the executive board. 
Said board also reserves the right to add to the foregoing 
requirements, at any time during the progress of the work, 
such further restrictions and conditions respecting the quality 
of the said pipe and specials as it may deem for the best 
interests of the tax-payers, in order to secure the best materials 
which can practically be obtained. All such explanations or 
definitions of said requirements, in cases of doubtful interpre- 
tation, together with all said further restrictions and conditions 
relating to the quality of said pipe and specials, shall have the 
same force as though a part of this specification, and the con- 
tractor shall be required to comply therewith without extra 
compensation beyond the prices bid by him for performing the 
work. E. K. 

l41. Specification for Laying Sewer Pipe. The 

following specification for the laying of sewer pipe and 
specials has all the merits ascribed to the specification for 
sewer pipe as given in the previous article, and has been pre- 
pared by the same engineer. For the purpose of removing 
any cement mortar which may have been forced through the 
joints, and which may, when hardened, form serious obstruc- 
tions in the sewer, probably no specification will insure such 
excellent results as that given in the St. Louis specifications 
for pipe sewers in Art. 139, where the contractor is required 
to provide *'A wad made of a sack filled with hay, large 
enough to fill the pipe and attached to a rod or cord, which 



SPECIFICATIONS FOB SEWER PIPE. 199 

shall at all times be kept in the pipe, and which shall be drawn 
forward as the work proceeds, care being taken not to loosen 
the joints.'* It is an easy matter for the inspector to examine at 
any time to see whether or not this wad is being drawn 
forward, and when drawn forward it must of necessity remove 
any protruding fins of mortar, and leave the interior smooth 
and entirely free from such obstructions. 

Laying the Sewer Pipe and Specials. — Previous 
to laying the pipe and specials which have been delivered 
upon the street, into the trench, they shall all be subjected to a 
rigid inspection by both contractor and inspector, and those 
which do not come up to the foregoing requirements shall be 
rejected. 

Additional tests by sounding said pipe for cracks, and 
examining closely all blisters and flakes, shall also be applied. 
Before lowering the pipes and specials which have passed the 
inspections into the trench, they shall first be properly fitted 
together upon the surface of the street in the order in which they 
are to be used ; and to facilitate the process of laying, the top 
of each pipe or special, after said fitting, shall be plainly 
marked with chalk or paint, so that the pipe previously laid in 
the bottom of the trench shall be disturbed as little as possible. 

All pipes and specials in which the spigots and sockets 
can not be made to fit together, while on the surface, must be 
rejected, as no chipping of either socket, hub or spigot will be 
allowed. 

The faces of all spigot ends and of all shoulders in the 
hubs or sockets must be true, and be brought into fair contact, 
and all lumps or excrescences on said faces shall be carefully 
cut away before the pipes are lowered into the trench. 

In all cases where the rim of any hub or socket has been 
broken, as aforesaid, the pipe or special shall be rejected 
unless it can be so fitted as to bring the broken portion on the 
top, or upper portion of the sewer. The same condition shall 
also be applied to the case of broken blisters and flakes, as 
above mentioned, on either inside or outside of the pipes and 
specials. All special pieces required in the work, such as 
branches, bends, curves, reducers, etc., shall likewise be 
subject to the same conditions as the straight pipe. 

The pipes and specials shall be so laid in the trench that 
after the sewer is completed the interior surface thereof shall 
conform on the bottom accurately to the grades and alignment 
fixed and given by the city surveyor. The main sewer will be 
divided by man-holes and lamp or hand-holes into a number of 
distinct divisions or working sections, in each of which the 



200 ENGINEERING SPECIFICATIONS. 

grade and alignment shall, under ordinary circumstances, be 
truly straight. Changes of grade or direction, or both, in said 
main sewer will generally be made at man-holes or lamp or 
hand-holes, although under special conditions, to be defined 
only by the executive board and city surveyor, such changes 
may be made at intermediate places. 

"^ While the pipe and specials are being laid in each of the 
aforesaid straight divisions or working sections of the main 
sewer, a light or a burning lamp must be maintained continu- 
ally by the contractor at the beginning of such section, and 
each pipe and specials must be so laid that such light or lamp 
shall remain constantly in plain view throughout the entire 
length of such section or division. The same test shall also be 
applied during the work of refilling the trench, so that when 
the sewer is in all respects fully completed and accepted by the 
executive board a light which may be applied at one end of 
such a division of the main sewer shall be clearly and plainly 
seen by looking through said sewer from the other end of said 
division or working section. The length of any such division 
or the distance between a man-hole and the next following 
lamp or hand-hole, or between any two consecutive openings 
of such kind in the main sewer, will, in general, not exceed 
300 feet, although in particular cases it may be somewhat 
greater. 

The trenches must, in all cases, be wide enough to admit 
of the laying of the pipe and specials as above mentioned, 
and wherever they have not been thus excavated, all necessary 
widening thereof' must be done before the pipe and specials 
are lowered therein. Ample room or space must likewise be 
left on each side of said pipe and specials, both to admit of 
proper refilling underneath and also to allow of free access to 
all parts of the hub or socket while making the cement joint. 
Wherever any additional excavation or enlargement in the 
sides of the trench is required for such purposes, it shall be 
satisfactorily performed before the pipe and specials are laid 
or put into place, as no cutting away of the banks will be per- 
mitted after any such pipe or special has been set. 

Furthermore, before any pipe or special is put into place, 
a small excavation must be made in the bottom of the pre- 
viously graded trench to receive the projecting part of the hub 
or socket, so that each pipe will have a firm and uniform bear- 
ing upon said graded bottom over virtually its entire length. 
All adjustment of the pipes to line and grade must be done by 
scraping away or filling in the earth under the body of the 
pipe, and not by blocking or wedging up the spigot or the hub 
or socket. Special attention must be paid to this part of the 
work, since the stability and permanence of the sewer depend 
largely upon the manner in which the pipes are bedded. 



SPECIFICATIONS FOR SEWER PIPE. 201 

The joints between the individual pipes and specials shall, 
in all cases, be made water-tight by completely filling out the 
entire annular space between the exterior of the spigot end and 
the interior of the hub or socket with hydraulic cement mortar, 
of such composition as is hereinafter specified. To prevent 
the mortar from reaching the interior of said pipe, the con- 
tractor may if he desires, use a narrow gasket of oakum or 
hemp, which shall be properly caulked into each joint, after 
which the mortar shall be introduced therein ; but no extra 
compensation for the use of such gaskets will be allowed. 
Special care must be taken to secure a perfect filling of the 
aforesaid annular space at the bottom sides of the pipes, as 
well as at the top; and previous to the introduction of the 
mortar, said space, together with the surfaces of the pipe 
bounding the same, shall be thoroughly free all around from 
dust, sand, earth, dirt, small stones and water. After said 
space has been filled as described, a neat and proper finish 
shall be given to the joint by the further application of similar 
mortar to the face of the hub or socket, so as to form a con- 
tinuous and even beveled surface, from the exterior of said 
socket to the exterior of the connecting spigot all around. 
The pipes must also be thoroughly cleaned before being laid; 
and any mortar, earth or other material which may have found 
its way through a joint or otherwise, into any pipe or special 
must be carefully removed before the next succeeding pipe is 
laid, in order that the interior of the sewer shall be left smooth 
and clean. 

As soon as the cementing of any joint, whether in a main 
sewer or in a lateral sewer, has been completed, the excavation 
previously made in the bottom of the trench for the reception 
of the hub or socket must be carefully and compactly filled 
with sand, loam or fine earth, so as to hold the external mortar 
finish of said joint securely in its place ; and such refilling 
shall also be carried up around the sides or circumference of 
the socket, as far as may be necessary. Any water which 
may have accumulated in said excavations must first be 
removed, or else said excavations must be completely filled 
out with the cement mortar specified, in which event no extra 
compensation will be allowed. 

When a pipe or special is used in any main or lateral 
sewer, which is affected by a broken hub or socket, or a boken 
blister or flake, or a fire-crack on its exterior surface, as limited 
and defined in the foregoing, such pipe or special must be set 
so as to bring said permissible defect on the top or upper part 
of the sewer; and said defect must thereupon be completely 
and liberally covered over with a thick layer of hydraulic 
cement mortar, of the quality specified for the joints, to the 
full satisfaction of the city surveyor, and the executive board. 



202 ENGINEERING SPECIFICATIONS. 

As the work proceeds, all of the required specials that are 
indicated upon the plan of the street, or that may be required 
during the progress of the work, shall be introduced and set in 
their proper positions. 

Any omissions of the required specials intended to be 
laid, and indicated upon the plan for the sewer, or that may 
especially be ordered beforehand by the surveyor, shall be 
corrected by the contractor without additional compensation ; 
but in case that any special not indicated upon the said plan, 
or not distinctly required to be introduced beforehand by the 
surveyor is inserted into the sewer after the latter has been 
laid, the expense of such insertions will be paid by the execu- 
tive board upon proper certificate from said surveyor. 

Before leaving the work for the night, or during a storm, 
or for any other reason, care must be taken that the unfinished 
end of the main sewer, or of any lateral sewer is securely 
closed with a tightly fitting iron or wooden plug. Any earth, 
or other material that may find entrance into said main sewer, 
or into any lateral sewer, through any such open end or 
unplugged branch, must be removed at the contractor's 
expense. The cost of all such plugs, and the labor connected 
therewith, moreover, must be included in the regular prices 
bid for the sewers. E. K. 

142. Specifications for the Manufacture and 
Delivery of Cast Iron Water Pipe. The following 

specifications for the manufacture of cast iron water mains are 
in use in the city of Rochester, N. Y. Although water pipe 
is now manufactured and sold as a standard article of com- 
merce, and is often purchased without any test or inspection 
whatever, it must be admitted to be a poor practice, and if the 
contract is a large one, the material should be thoroughly 
inspected and tested in all the stages of manufacture. Special 
attention should be given to the tests of the strength and resil- 
ience of the material. When cast iron water mains burst, it is 
due to a water ram or shock, and the more elastic the material 
is of which the pipes are composed, the less will be the force of 
the ram the more able the pipes will be to withstand the shock. 
The resilience of the iron is measured by the product of the 
strength into the deflection, and in the following specifications 
both tensile and cross-breaking tests are required, and the 



SPECIFICATIONS FOB WATER PIPEe 



203 



cquisite deflection in the cross-breaking test is also specified. 

The deflection here named will insure a very good quality of 

cast iron, so far as its resilience is concerned, although the 

strength requirement is not particularly high. The author has 

had a large experience in testing the strength of cast iron, and 

he can approve of the standards of strength and resilience here 

named for water pipe metal. 

S^pecijications for Water Pipe. 

Dimensions and Weight of Pipe. — The pipe shall be of 
the kind usually known as "Hub and Spigot," and in general 
each straight pipe shall be about twelve feet in length from the 
bottom of the hub to the end of the spigot. No straight pipes 
will be received that will lay less than 1 1 feet 8 inches ; but it 
is understood that not more than two per cent, of the total 
number of pipes required in each class may be lo feet or more 
in length, produced by properly cutting off in a lathe a defect- 
ively cast spigot end. The form and dimensions of the hub 
and spigot ends of all pipes and castings shall be subject to the 
approval of the Engineer, when specific drawings therefor are 
not furnished by him, and shall conform accurately in shape 
and dimensions to all drawings that may be furnished by him 
from time to time. 

(See accompanying figure for these dimensions for the St. 
Louis standard water pipe.) 




The weights and dimensions of the straight pipes shall 
conform to the figures in the following Table, it being stipu- 



204 



ENGINEERING SPECIFICATIONS. 



lated that the same may be modified at any time hereafter by 
the Engineer: 

TABLE OF WEIGHTS AND DIMENSIONS OF STRAIGHT PIPE. 



5^ 





H 


W 


H 





Stan 


dard 


►t 


^ 


H 





> 


o o 


P 


sr 


wS. 


3* 


re 


weight of 


^ti| 


^S 


p 3 


»io. 


ddition 
for eac 
laying : 




0> 




a 



P Ol 

re p 


re 

pr 

3 

re 

(0 


3" 




pipe laying 
12 feet. 


ii.d 
oo- 

p 

>< 3 

crtj 3 


^ 2. 

3" 3 

on? c 
« 3 


3-3 
op 1 


3fQ n 

CfQ 3"S. 
►- 


H" 

n 

3 
P, 

B: 
p' 
3 

n 






a- 
P 

2. 


p' 

3 

re 

re 

•1 






re" 
p 

5' 


3" 
C 

cr 


re 

5' 

re 
P 


7 
n 

•t 

"S. 
•5* 
n 


;?>^ 

re re 

n — ■ 

.•^cnj 

3* 



•5' 


re n 
<* .:;• 

■ 3" 


l-K 

•c 
•5' 


1 from Stan 
or each inch 
ength than 12 


to standard w 
t inch of gr 
ength than 12 

















(J 


a 


re 


SreP 


Hhrt re 


n 










in. 






r' 






'* tn 'i 


"55- 


in. 


inches. 


in. 


inches. 


lbs. 


lbs. 


p.c. 


lbs. 


lbs. 


pounds. 


pounds. 


36 


A 


iJi 


38J^ 


7-i6toJ^ 


4'A 


492 


S.904 


3 


6,o8i 


5,727 


51 


41 


36 


B 


iKs 


38J^ 


7-16 to J^ 


4% 


444 


5,328 


3 


5,488 


5,168 


47 


37 


36 


C 


I 


38J^ 


7- 16 to J^ 


4% 


397 


4,764 


3 


4.907 


4,621 


43 


33 


30 


B 


I 


32 K 


5^107-16 


^Va 


330 


3.960 


3 


4.079 


3.841 


35 


26 


20 




5i 




^ to7-i6 


3K 


16s 


1,980 


4 


2,059 


i.yoi 


20 


14 


12 




9-16 




^to7-i6 


iV2 


75 


900 


4 


936 


864 


8 


6 


10 




J^ 




S-i6to% 


i'A 


56 


672 


4 


699 


64s 


7 


5 


8 




7-16 




S-i6to% 


3V4 


41 


492 


4 


512 


472 


4 


' 3 


6 




2 7 




5- 16 to 5^ 


3V4 


30 


360 


4 


374 


346 


3 


a 



The specified internal diameter of the pipe is nominal, but 
no pipe or special casting of any class shall have a less internal 
diameter than the nominal diameter. The external diameters 
of all classes of said pipe shall be the same throughout, and all 
variations in thickness of metal of the shells or barrels shall be 
made by changing the internal diameter. 

The thickness of the metal of the pipe and castings will be 
measured after they have been thoroughly cleaned, and before 
being coated. No pipe of any class will be received when the 
thickness of the metal is over one sixteenth (3^) of an inch less 
in any part than the thickness above specified, or hereafter 
required by the engineer. 

No pipe of full length will be received whose weight is 
less than the above specified minimum weight, and no excess 
of weight in any such pipe, beyond the specified maximum 
weight, will be paid for. It is also expressly understood that 
the average weights of the straight pipe of the several classes 



SPECIFICATIONS FOE WATER PIPE. 205 

shall not exceed the said standard weights by more than two 
per cent, of the latter, and that no greater over-weight than this 
percentage will be paid for in the final settlement. The 
standard weight of the straight pipes will depend upon the 
laying length of the pipes actually furnished, and will be 
determined by the engineer. 

Quality of Metal. — The materials, details of manufacture, 
and the testing of all pipe and special castings herein referred 
to, shall at all times be subject to the inspection and approval 
of the engineer. The metal, which must be remelted in the 
cupola or air furnace, shall be made without admixture of cin- 
der-iron or other inferior metal, and shall be of such character 
as to make a pipe strong, tough, and of sound, even grain, free 
from uncombined carbon when examined under the microscope, 
and such as will satisfactorily bear drilling, chipping and cut- 
ting. Its tensile strength and resilience, when tested in proper 
samples, shall meet all the requirements hereinafter expressed. 

Specimen rods of the metal used, of a size and form suita- 
ble for a testing machine, shall be made and carefully tested to 
ascertain its tensile strength. Another set of test bars, each 
being twenty-six (26) inches long, two (2) inches wide, and 
one (i) inch thick, shall also be made as often as the engineer 
shall direct, and shall be tested both for transverse strength and 
deflection by placing them horizontally and flatwise upon sup- 
ports twenty-four (24) inches apart, and then applying a 
steadily increasing load at the middle of each bar. 

The bars for testing the transverse strength or resilience of 
the metal shall be cast from regular patterns in drv or green 
sand, and as nearly as possible to the required dimensions 
without being finished up ; proper corrections will, however, 
be made in the results for slight variations of width and thick- 
ness. The rods for testing the tensile strength of the iron, on 
the other hand, must be turned down on a lathe in order to 
remove the rough exterior and enable the diameter to be accu- 
rately measured. 

At least one set of four test bars, of each kind above des- 
ignated, shall be made and tested as described on each working 
day during the manufacture of the pipes and specials. These 
test bars must be poured from the ladle either before or after 
any particular pipes or special casting are poured, and must 
present true samples of the iron used in said pipes or castings. 
Records shall be kept of the tests of all bars made, and a duly 
certified copy of such records shall be forwarded weekly to the 
engineer. 

The quality of the metal used for the pipe and specials 
must be such that said bars for testing resilience, as aforesaid, 



206 ENGINEERING SPECIFICATIONS. 

shall each carry a center load of not less than nineteen hundred 
(1,900) pounds before breaking, and exhibit a deflection of not 
less than five sixteenths ( j— g ) of an inch ; also that the tensile 
strength of said metal shall be at least 17,000 pounds per 
square inch, as determined by the tests with the first named set 
of rods. In estimating the suitability of the metal from said 
tests, the average of the three highest results obtained from 
each set of four bars will be considered as representing the 
actual strength of the iron. 

Manufacture of Pipe and Special Castings. — All the 
straight pipes shall be cast in dry sand moulds, vertically with 
the hub end down. Every pipe is to have the initials of the 
maker's name cast distinctly upon it, and also the year, the 
class letter, and a number signifying the order of its casting, in 
point of date ; the several different classes of pipe each to have 
its own series of numbering ; the figures and letters to be at 
least two inches in length, with a proportionate width; the 
weight of each pipe to be conspicuously painted on the outside, 
before delivery, with white lead paint at the contractor's 
expense. 

The branches and all other special castings must conform 
in weight and thickness of iron to the drawings and directions 
to be furnished by the engineer, and no allowance will be made 
for making or altering patterns for the pipe or any special cast- 
ings, or for any machine work in properly facing and drilling 
flanges, etc., where bolted joints are to be made. All required 
machine work on said castings shall be done in the best and 
most workmanlike manner, in accordance with said plans and 
directions of the engineer, and to his entire satisfaction. Said 
castings shall be subjected to the same examinations and tests 
at the foundry, except the water- pressure proof, as the straight 
pipe, and shall be marked in a similar manner. The engineer 
may reject, without proving, any pipe or casting which is not 
in conformity with the specifications or the drawings furnished. 

Pipes and special castings shall not be taken from the pit 
and stripped while still showing any color of heat, but shall be 
left in the flasks for a sufficient length of time to prevent 
unequal cooling and contraction by subsequent exposure. 

On being removed from the flasks, all pipes and special 
castings shall be subjected to a careful examination and hammer 
test for the purpose of detecting imperfections of any kind. 
They shall then be thoroughly dressed and made clear and free 
from earth, sand or dust, which adheres to the iron in the 
moulds ; iron wire brushes must be used, as well as softer 
brushes to remove the loose dust. No acid shall be used in 
cleaning the castings. After having been properly dressed and 
cleaned, they shall again be subjected to a thorough inspection 
and hammer test. The contractor will be required at the 



SPECIFICATIONS FOE WATEE PIPE. 207 

foundry to place all castings in such positions as may be deemed 
necessary by the Engineer for convenience of inspection. 

The pipes and special castings shall be free from scoria, 
sand-holes, air-bubbles and other defects or imperfections ; they 
shall be truly cylindrical in the bore, straight in the axis of the 
straight pipes, and true to the required curvature or form in the 
axis of the other pipes; they shall be internally of the full speci- 
fied diameters, and shall have their inner and outer surfaces 
concentric. To insure proper diameters of sockets and spigots, 
a circular iron templet of the required dimensions shall be 
passed to the bottom of every socket, and a circular ring over 
every spigot. Care shall also be taken to avoid all excess in 
diameter of the sockets. No pipes or special castings will be 
accepted which are defective in joint room, whether in conse- 
quence of eccentricity of form or otherwise. No lump or rough 
places shall be left in the barrels or sockets, and no plugging or 
filling will be allowed. All pipes and special castings with 
defective hubs or flanges will be rejected. 

When a defective spigot end is to be cut off from any 
straight pipe, such cutting must in all cases be done in a lathe, 
and a suitable bead or fillet of half-oval wrought iron, about 
three fourths (^) inch wide and five sixteenths (-i\) inch 
thick shall be shrunk upon the new end of the pipe ; and there 
shall be deducted from the proper original weight of the pipe 
an amount as determined from the rate specified in the foregoing 
table. 

Coating the Pipe and Special Castings, — After the above 
described cleaning and inspection, every pipe and special cast- 
ing shall be heated in a suitable oven to a temperature of about 
320** F. and, while at this temperature, be immersed in a bath 
of hot coal tar pitch varnish, prepared in general according to 
Dr. R. Angus Smith's process. Special care shall be taken to 
have the surfaces of all pipes and castings entirely clean and 
free from rust immediately before putting them into said bath. 
If any pipe or casting cannot be dipped in said bath soon after 
its removal from the mould, it shall at once be thoroughly 
coated with pure linseed oil in order to prevent the formation 
of any rust before applying said varnish. 

The varnish above mentioned shall be made from coal tar, 
distilled until the naptha is entirely removed and the material 
deodorized, also until it attains the consistency of wax when 
cold. Pitch which becomes hard and brittle when cold will be 
rejected. To this material from five to six per cent, of its 
weight of pure boiled linseed oil shall be added and thoroughly 
boiled therewith. The relative portions of pitch and oil, as 
well as the details of mixture and boiling, are to be carefully 
determined by experiment. 

14 



208 ENGINEEEING SPECIFICATIONS, 

The coating must be durable, smooth, glossy, hard, tough, 
perfectly water-proof, not affected by any salts or acids found 
in the soil, free from bubbles or blisters, strongly adhesive to 
the iron under all circumstances, and with no tendency to be- 
come soft enough to flow when exposed to the sun in summer, 
or to become so brittle as to scale off in winter. As one test 
of the quality of the coating, a properly coated specimen casting 
will be plunged into a freezing mixture, and kept therein until 
the metal has acquired the temperature of said mixture, after 
which the casting shall be well hammered. If the coating 
remains tough and adhering closely to the metal, it will be con- 
sidered proper, provided that it be satisfactory in all other 
respects. 

After a varnish of the proper quality has been obtained, it 
shall be heated in a suitable dipping tank to a temperature of 
about 300° F., or such other temperature as may be found expe- 
dient, and shall be maintained thereat uniformly during the time 
of dipping. Fresh materials must be added from time to time in 
the right proportions to keep the mixture of the proper consis- 
tency. The exact proportions will be determined by the 
Engineer, and will be varied also according to the season of the 
year, as may be directed by the said Engineer, or found neces- 
sary to produce a coating of the required quality. The tank 
shall also be occasionally emptied of its contents and refilled 
with fresh material, the frequency of such operation depending 
both on the character of the mixture and the manner of con- 
ducting the coating process. 

Every pipe and special casting, after having been inspected, 
cleaned and dressed as above described, shall be heated in a 
suitable oven to a temperature about 20° F. higher than that 
which was found most expedient for the bath of coating mate- 
rial aforesaid, and while at such temperature, shall be immersed 
or dipped in said bath. All pipes or castings shall remain in 
the tank at least twenty (20) minutes, or as much longer as 
may be necessary to insure the soundness of the coating. 

Whilst any pipe or casting remains in said bath, the hot 
mixture must be kept thoroughly stirred by a frequent rolling, 
turning or churning motion of such casting, and upon its re- 
moval from the tank, the coating shall fume freely for a short 
time, and set perfectly hard within one hour thereafter. Prop- 
er facilities for handling the castings and allowing all surplus 
material to drip off, shall be provided by the contractor. The 
coat of all labor and material involved in the coating of the 
pipes and castings must be included in the prices bid for fur- 
nishing said pipes and castings. 

Testing. — After the said coating has become thoroughly 
set and hard, every pipe shall be subjected to a proof by water- 



SPECIFICATIONS FOE WATER PIPE. 209 

pressure of from 200 to 300 pounds per square inch, according 
to its class and diameter, and as will be determined by the 
Engineer. Each pipe while under the required pressure, shall 
be sharply rapped from end to end with a hand hammer, to 
ascertain whether any defects have been overlooked ; and any 
pipes which may exhibit any defects by leaking, sweating or 
otherwise, shall be rejected. 

All the above inspections, manipulation and tests of the 
pipe and test bars shall be made at the expense of the contract- 
or for the pipe, said expense, however, not to include salary of 
any inspector who may be appointed by the Executive Board. 
If required by the said Board, the affidavit of the superintend- 
ent of the foundry, or that of the foreman employed by him to 
perform the above described testing, shall also be furnished to 
the Engineer from time to time; said affidavits to be recorded 
upon the pipe inspector's sheets, and Stating in detail that the 
pipes or castings therein described have been carefully tested 
at the foundry in accordance with these specifications, and that 
no defects were discovered or discoverable. 

Weighing Jor Payment. — The pipes and castings will be 
weighed for payment after all cleaning, dressing and machine 
work has been done and the coating has been applied, and the 
contractor must furnish, at his own expense, accurate and 
properly sealed scales, together with the necessary labor for the 
purpose. The Executive Board also reserves the right to re- 
weigh on similar scales, any pipe or casting upon or after its 
arrival at the designated point of delivery ; and if any discrep- 
ency be discovered between the weight marked upon said pipe 
or casting and that which was found on such re-weighing, the 
latter weight will be adopted in the final settlement. Payment 
for all material furnished in accordance with these specifica- 
tions will be made at the prices bid per net ton (2,000 lbs.) 
for straight pipe and special castings. 

Transportation of Pipes and Castings. — All pipes and 
castings must be delivered in all respects sound and in conform- 
ity with these specifications. Upon their delivery at the point 
designated, the Executive Board reserves the right to subject 
the said pipe and castings to the same water-pressure proof and 
hammer tests as are above specified to be applied at the 
foundry ; and all defective pipes or castings which may have 
passed the inspector at the foundry, or which may have been 
broken in transportation from the foundry to said point of de- 
livery, will be rejected when there discovered, unless the same 
may be cut as hereinafter provided. Care must also be taken 



210 ENGINEERING SPECIFICATIONS. 

in handling the pipes and castings not to injure the coating, 
and no material of any kind shall be placed in said pipes and 
castings during transportation, or any time after being coated. 
If, upon its arrival at the designated point of delivery, the 
spigot end of any straight pipe should be found cracked or 
broken, during transportation from the foundry to the said 
point or otherwise, such defective portion will be cut off at the 
contractor's expense, provided that the same does not exceed 
a length of four (4) feet, and a suitable fillet or bead shall then 
be shrunk on the new spigot end, as above specified. A deduc- 
tion from the proper original weight of such pipe shall also be 
made in each such case at the rate specified in the above table 
for every inch of length so cut off. No pipe or special casting 
in which the hub is found to be cracked or defective in any 
respect, will be accepted at said point of delivery or elsewhere : 
nor will any special casting with a defective spigot end be 
received, or permitted to be cut off, without the written order 
of the Engineer. E. K. 

143. Specifications for Laying Water Pipe. The 

following clauses referring to the methods of laying w^ater 
pipe, and making the joints, are taken from the complete speci- 
fications on this subject used by the water commissioner of St. 
Louis. All that portion of the specification referring to the 
trendhing, protection, tools, alignment, grades, connections, 

back-filling, etc., together with the general clauses are here 
omitted. 

The reducers, bends, caps and such other parts as are 
liable to draw, shall be firmly secured by straps and bolts, and 
in addition to this a firm blocking shall be set behind all caps, 
curves, fire hydrants and three way branches, said blocking to 
have a large surface bearing against the undisturbed earth, and 
to be wedged up tight. All applications necessary to the per- 
fect working of the distribution, when the water is let on, shall 
be made and completed. 

The straps and bolts used shall be made from the best 
American refined iron, and the size and workmanship, as well 
as the material, shall be in all respects satisfactory to the water 
commissioner. 



SPECIFICATIONS FOR LAYING WATEB PIPE. 211 

Any omission of branches, stop-cocks, or other appurte- 
nances intended to be laid, shall be corrected when required, by 
re-opening the trench, if it has been filled up, and introducing 
what may have been omitted. 

At the time when laid, the spigots of the pipe shall be so 
adjusted in the sockets as to give a uniform space all around, 
and if any pipe does not allow sufficient space, it shall be 
replaced by one of proper dimensions. The joint shall, at all 
points, be at least five sixteenths of an inch in thickness. In 
the lead and gasket joints, the depth of lead shall not be less 
than three and one quarter inches for the fifteen inch pipes and 
over, nor less than two and three quarter inches for smaller 
pipes. Gaskets of clean, sound hemp yarn, braided or twisted, 
and tightly driven, shall be used to pack these joints, when 
required, a space of one quarter inch shall be left between the 
contiguous pipes. 

The lead used shall be of the best quality of pure and soft 
lead, and suitable for caulking and securing a tight and perma- 
nent joint. 

Before running the lead, the joints shall be carefully wiped 
out to make them clean and dry ; the joint shall be run full at 
one pouring, and the melting pot shall always be kept within 
fifty feet of the joint about to be poured. 

The joint shall be caulked by competent mechanics. The 
caulking to be faithfully executed, and in such a manner as to 
secure a tight joint without overstraining the iron of the bell. 
In all cases the caulking shall be done towards the place of the 
gate and other points where the lead is likely to be porous, so as 
to drive it together at these points. The lead, after being 
driven, shall be flush with the face of the socket. 

The pipes and all other castings shall be carefully swept 
and cleaned, as they are laid, of any earth or rubbish which 
may have found place inside, during or before the operation of 
laying. Every open end of a pipe shall be plugged or other- 
wise closed before leaving the work for the night. 

In refilling the trenches, the earth filled into the bottom of 
the trench, under and to the top of the pipes and other cast- 
ings, shall be carefully packed and well rammed with proper 
tools for the purpose. 

Whenever written directions so to do are given, the con- 
tractor shall fill the trench with river sand, said filling to be 
done in exact accordance with the orders and directions of the 
water commissioner. For all sand filling done as above, the sum 
of $ per cubic yard will be paid, which sum shall include 
all expense of materials, tools and labor for the sand filling, 
and removing the surplus earth from the work. 

Care shall be taken to give the pipe a solid bearing through- 
out its entire length. The earth filling above the pipes shall 



212 ENGINEERING SPECIFICATIONS. 

also be sufficiently packed and rammed to prevent after settle- 
ment, and the material used shall be free from stones or rock 
fragments. The trenches shall, in all cases ; be refilled with 
the material furnished by their excavation, provided that it be 
of a proper quality, and the necessary haul be not more than 
500 feet. Earth borrowed or hauled over 500 feet, to refill the 
trenches (excepting trenches where rock has been excavated), 
will be paid for as embankment, at the price given under item 
of section seven. 

In streets and roads, the class of surface before existing, 
shall be replaced, so as to be in every way equal to that surface in 
materials and workmanship, and satisfactory to the water 
commissioner. 

Whenever trenches are excavated in or across streets 
paved with granite or wood blocks, or with asphalt, the con- 
tractor will be required to have the back-fill of trench thoroughly 
rammed (not less than three men ramming to each man filling 
the trench), and to replace the paving temporarily, so as to 
make the street passible for traffic ; the permanent laying of the 
pavement in these cases, will be assumed by the city. 

A wooden box or vault shall be furnished and set over each 
of the stop cocks, air cocks, and fire hydrants, and the iron 
frames and covers shall be properly fastened to them. These 
boxes are to be made of the form and dimensions shown by 
samples furnished and approved by the water commissioner; 
they shall be made from sound, well seasoned oak lumber; 
the corner posts shall be of four-inch scantling, and the sides 
shall be formed from two-inch plank, set close, and securely 
nailed. M. L. H. 

144. Specifications for Stop Valves. The follow- 
ing specifications for stop valves for water mains are thought to 
be particularly strong in the requirements governing the strength 
of the material used in the different parts. These require- 
ments are followed up very carefully by numerous tests of the 
strength of the material, and in this way the character of the 
composition metal used has come to be very superior to that 
formerly employed, and much superior to that which would be 
obtained without such rigid specifications and tests. They are 
the standard specifications used in the St. Louis water depart- 
ment. 

All the iron castings shall be made from a superior quality 
of iron, remelted in the cupola or air furnace, tough and of even 



SPECIFICATIONS FOR STOP VALVES. 213 

grain, and shall possess a tensile strength of not less than iS,ooo 
pounds per square inch. 

Test bars of the metal 3 inches by J^ inch when broken 
transversely, 18 inches between supports and loaded in the cen- 
ter shall have a breakino: load of noteless than 1,000 pounds, 
and shall have a total deflection of not less than -^ of an inch 
before breaking. Said bars to be cast as near as possible to the 
above dimensions without finishing, but correction will be made 
by the water commissioner for variations in thickness and width, 
and the corrected result must conform to above requirements. 

Specimen bars of the metal used, of a size and form suit- 
able for testing, shall be prepared when required. 

These specimen bars shall be poured from the ladle at any 
time, either before or after the casting has been poured, as may 
be required, and shall present a true specimen of the iron used 
for making the castings. 

If any tvvo test bars cast the same day do not show the 
required cross breaking load and deflection, all the castings 
made from the same mixture to be rejected. 

Each valve shall have the maker's initials, the numbers 
showing point in time of casting, and the year cast upon it. 
The year above and the number below, thus : ^^i^ , ^ y " , etc. 

The figures and letters will be from 2 to 2 J4 inches long, 
and shall have at least }i inch relief. 

All the wrought iron used shall be of the first quality of 
American refined iron. 

All the composition metal used, except the valve stem, 
shall be composed of the following proportions, viz: 85 per 
cent, copper, 10 per cent, tin, and 5 per cent, spelter; and 
shall have a tensile strength of not less than 22,000 pounds per 
square inch, with 5 per cent, elongation in 8 diameters, and 5 
per cent, reduction of area at breaking point. 

All castings must conform in shape and dimensions to the 
drawings. The castings must be clean and perfect, without 
blow or sand holes, or defects of any kind. No plugging or 
other stopping of holes will be allowed. 

The valve guides must be straight and smooth. Irregular- 
ities, if any, must be planed or chipped off smooth. All face 
joints must be planed true and smooth, in the most workman- 
like manner, so as to make a perfectly water-tight joint, with a 
very thin layer of strictly pure lead cement. 

All bolt holes must be accurately drilled from templates. 
The upper part of valve to be finished to receive the valve 
stem, collar and stuffing box, and the fitting at this point must 
be such as to secure a perfect working joint. 

The valve to be a two-faced wedge valve; the castings for 
same to be as shown on drawing. The raised rims to be turned 



214 ENGINEERING SPECIFICATIONS. 

true with dovetailed channel to hold the composition ring^. 
The faces must be brought to the exact angle before the rings 
are put on. The face rings are to be of composition metal, 
of quality hereinbefore specified, and are to be turned to fit the 
dovetail in the iron wedge. The composition rings of valves 
must be shrunk on, and also fastened by copper studs, placed 
not over three inches apart — the whole to be then brought to a 
true plane surface. 

The upper portion of the wedge to be arranged to receive 
the composition nut as shown. Care shall be taken to give the 
composition nut a perfect bearing surface — both top and bottom. 

On the 36 inch and 30 inch valves, the brass bearings of 
side guides shall be of the full dimensions, and have the exact 
clearance shown on drawings, and be secured in place by coun- 
tersunk copper studs, placed not over three inches apart, after 
which the guides shall be brought to a true and smooth surface. 

The seats for rings in body of valve shall be turned true 
and smooth, and to the required angle as shown on drawings. 

The seat rings shall be of form and dimensions as shown 
on drawings, and faced tiue and smooth. Seat rings to be 
forced into position and thoroughly and securely fastened in 
place, and a perfectly water-tight joint secured. 

All valves of 10 inch diameter and upwards to be provided 
with indicator as shown on drawings. 

All wrought iron bolts and nuts to be made from the best 
quality of American refined iron. The nuts to be hexagonal 
and the heads square. Heads, nuts and threads to be standard 
size. 

Valve stem shall be made of phosphor bronze, quality B; 
or Crescent bronze, quality No. 2 ; or of first quality of "Stuck- 
stede" bronze, and shall be free from flaws or defects of any 
kind, and have a tensile strength of not less than 30.000 pounds 
per square inch. Screw threads on the stems and nuts to be 
cut in most perfect manner, and of the exact pitch shown on the 
drawings, and so as to work true and smooth, and in perfect 
line throughout entire lift of valve. 

There shall be two dowel pins, made of composition, set 
in the flanges connecting the dome and main casting, as shown 
on drawings, for the purpose ot centering and bringing into 
perfect alignment these castings. Holes for dowel pins to be 
drilled and reamed tapering, and pins turned to perfect fit. 
Pins for the 36 inch and 30 inch to be i inch in diameter ; for 
the 20 and 15 inch, ^ inch diameter; for the 12 and 10 inch, 
^ inch diameter; and for the S and 6 inch, ^2 inch diameter. 

Gearing to be extra strong, and of the form and dimen- 
sions shown. Pinion post to be of a good quality of steel; 
key seats shall be truly cut, and keys made of steel, and of the 
full dimensions. 



SPECIFICATIONS FOE STOP VALVES. 



215 



Cap nuts for valve wrench to be of the following outside 
dimensions: for all 6 to 15 inch valves (inclusive), to be 2 
inches square; for the 20 inch, to be 2|^ inches square; and for 
the 30 and 36 inch, to be 3^ inches square. 

All iron work, after being thoroughly cleaned, to be 
painted with three good coats of paraffine varnish, applied hot. 
The valves shall be tested by hydraulic pressure, as follows: 

First. Heads shall be secured at each end of casting, 
the valve opened, and a pressure of 200 pounds per square 
inch applied. 

Second, Each face joint of valve shall be tested by clos- 
ing the valve, leaving one end of the casting open, and apply- 
ing a pressure of 100 pounds per square inch to the other — this 
operation to be reversed to test the other face. 

Any and all defects developed in testing shall be thor- 
oughly corrected to the satisfaction of the water commissioner. 
After testing all valves to be thoroughly drained. 

All parts of valves of the same size to be perfectly 
interchangeable. 

The water commissioner may take at random any wrought 
iron bolt or nut, and have it broken in a testing machine. If 
bolt shall not fulfill the requirements of table below, the whole 
lot of that size and make to be rejected : 



Size of Bolt. 


TsNsiLB Breaking 


Reduction of Area at 


Strength. 


Breaking Point. 


5-8 inch. 


9,000 lbs. 


20 per cent. 


3-4 '' 


13,000 " 


20 per cent. 


7-8 " 


19,000 " 


20 per cent. 


1 " 


25,000 " 


20 per cent. 


1 1-8 " 


31,000 *' 


20 per cent. 


1 1-4 " 


40,000 '' 


20 per cent. 


1 1-2 " 


58,000 *' 


20 per cent. 



The Water Commissioner may take at random any valve 
stem with nut, either finished or unfinished, for 6, 8, 10 or 12 
inch valves, and have it broken in a testing machine. 

If any stem or nut shall not fulfill the requirements of the 
table below, the whole lot of that make and size to be 
rejected. 



Size of Valve. 


Tensile Breaking 

Strength of Stem. 

(Including Nut and Collar.) 


Ductility in 
8 Diameter. 


6 inch. 

8 " 
10 " 
12 " 


34,000 lbs. 
34,000 " 
34,000 " 
42,000 " 


8 per cent. 

8 

8 " 

8 " 



216 ENGINEERING SPECIFICATIONS. 

All valve stems for 15 inch and larger valves to be cast 
with a coupon on one end, 15 inches long hy ij^ inches 
diameter. Any one or all of these coupons may be taken by 
the Water Commissioner and broken in a testing machine. If 
any coupon shall show a breaking strength of less than 30,000 
lbs. per square inch, or shall have a ductility of less than 8 per 
cent, in 8 diameters, the stem from which it was cut shall be 
rejected. 

For all materials taken by the Water Commissioner for 
testing which are found to conform to the above requrements, 
there shall be added to the final estimate : 

For all wrought iron 7 cents per pound. 

For all Phosphor bronze 25 cents per pound. 

For all Crescent bronze 25 cents per pound. 

For all Stuckstede bronze 25 cents per pound. 

The broken material to belong to the party of the second part. 
For all materials taken for testing which do not come up to 
requirements there shall be no allowance, and the broken 
material shall be returned to party of the first part.* 

The whole to be put together in a thorough and workman- 
like manner, and delivered, packed, ready for use. The work- 
ing parts to be perfectly fitted together and working true in 
line. The joint between the face rings, when the valve is 
closed, must be absolutely water-tight. The whole to be in 
material, workmanship and finish, to the satisfaction and 
acceptance of the water commissioner, M. L. H. 



LUMBER GRADING AND CLASSIFICATION. 

145. Rules of the Southern Lumber Manufac- 
turers' Association. The rules given in the following 
articles were adopted by the Southern Lumber Manufacturers' 
Association at Memphis, Tennessee, February 21, 1895. They 
are given here entire to assist the engineer to use descriptive 
terms in the same sense in which they are used by the lumber 
manufacturers and dealers. While they are intended to apply 
only to southern yellow pine, they can be understood to apply 
in a general way to all merchantable lumber. Since lumber is 
always sold under certain grade names, and since in the large 

* In the St. Louis specifications the contractor is the party of the first part. 



LUMBEB GBADING AND CLASSIFICATION. 217 

markets the lumber is officially graded, it is sufficient for the 
engineer and architect to use these technical terms in his speci- 
fications, provided he knows that he is using it in the same 
sense in which it is used by lumber dealers in that market. If 
be does not feel safe in limiting his description to the use of 
such technical class terms, he will still find considerable infor- 
mation in the following official rules, which will enable him 
better to describe the kind of lumber wh'ch he wishes to have 
supplied. 

14c. General Rules for Classifying Lumber. 
The following general rules are intended to serve as a guide to 
lumber inspectors in enabling them to classify the lumber in 
accordance with the grades named below in subsequent 
articles. 

1. Yellow pine lumber shall be graded and classified 
according to the following rules and specifications as to qualitj'; 
and dressed stock shall conform to the subjoined table of stand- 
ard sizes, except where otherwise expressly stipulated between 
buyer and seller. 

2. * Recognized defects in yellow pine are knots (pin, 
round, spike, black, encased, loose or rotten), knot holes, 
splits (either from seasoning, ring-heart or rough handling), 
shake, wane, crooks, warp, rotten streaks, dote, rot, worm 
holes, pitch pockets, seasoning or kiln checks, blue sap and 
pitch streaks. 

•Some of Uie following terms may need defining: Ring-heart Is a "shake" or 
cleavage along the plane of an annual ring, usually about half way between the pith 
and the circumference. "Shake" or "wind shake" is a cleavage of the trunk of a tree 
while yet standing, due to the action of the wind in bending the trunk. It is usually 
along the plane of an annual ring, that is to say, concentric with the center or pith of 
the tree. 

"Heart-shake" is a diametral or radial cleavage through the tree or log. If it 
occurs after the logs are cut, sr in large timbers after they are sawed, it is due to shrink- 
age in drying. This is the common defect of all oak logs or large timbers. 

"Wane" is a deficiency in width, either over the entire edge or on one comer, 
caused by a crook in the log. 

"Crooks" are permanent distortions of the board, due to defective piling or from 
other causes. 

"Warp" is a twisting of the board into a warped surface. 

"Seasoning or kiln checks" are either ver>- small or large cracks, caused by dry- 
ing the surface of the board with its accompanying shrinkage, while the interior is still 

wet. 

"Blue sap" is a discoloration, which green yellow pine is subject to, especially the 
sap portion, if not at once piled for drying or placed in a dry kiln. 

"Pitch streaks" are longitudinal openings, sometimes of considerable sire, as yi 
ioch to ^inch wide and several inches (or even feet) long, filled with rosin. 



218 ENGINEERING SPECIFICATIONS. 

3. Bright sap shall not be considered a defect in any 01 
the grades provided for and described in these rules. The 
restriction or exclusion of bright sap constitutes a special class 
of material which can be secured only by specific contract. 

4. Firm red heart shall not be considered a defect in 
common grades. 

5. Defects in rough stock, caused by improper manufac- 
ture or drying, will reduce grade, unless they can be removed 
in working such stock to standard sizes. 

6. Imperfect manufacture in dressed stock, such as 
chipped, grain splintered or torn places, broken knots on edge 
of shiplap, insufficient tongue on flooring, etc., shall be con- 
sidered defects, and reduce grade accordingly. 

7. A standard knot is sound, and not over i}£ inches in 
diameter. A pin knot is sound, and not over half an inch in 
diameter. 

8. Any piece that will not work one half its size shall be 
classed as a dead cull. 

9. The grade of all regular stock shall be determined by 
the number and position of the defects visible in any piece. 
The enumerated defects admissible in any given grade are 
intended to be descriptive of the coarsest pieces such grade may 
contain. The average quality of the grade should be midway 
between such pieces and the defects allowed in the next higher 
grade. 

10. Lumber or timber sawed for specific purposes, such 
as wagon tongues, bridge timbers, car sills, etc., must be 
inspected with a view to the adaptability of the piece for the 
use intended. 

11. In finishing, flooring, etc., the enumerated defects 
admissible in a given grade apply only to the face side of tke 
piece, but reverse face should not admit defects that would 
render the piece unsuitable for the purpose intended. 

12. Standard lengths are multiples of 2 feet from 10 to 20 
feet, inclusive, for boards and strips, and from 10 to 24 feet, 
inclusive, for dimension, joists and timbers. Longer or shorter 
lengths than those herein specified are special. Odd lengths, 
if below 24 feet, shall be counted as of the next higher even 
length. 

13. On stock width shipments of 8-inch and under no 
board shall be admissible that is more than 5^ inch scant; on 
lo-inch not more than ^ inch, and on 12-inch not more than 
J^ inch scant of specified width. 

14. Yellow pine of better grade than No. i common up 
to 4 inches in width is classified according to grain as edge 
grain and flat grain. Edge grain yellow pine has been vari- 
ously designated as rift-sawn, straight grain, vertical grain and 
quarter-sawed, all being commercially synonymous terms. 



LUMBER GRADING AND CLASSIFICATION. 219 

Edge grain stock is specially desirable for flooring, and admits 
no piece in which the angle of -the grain exceeds forty-five 
degrees from vertical, thus excluding all pieces that will sliver 
or shell from wear. Such stock as will not meet these require- 
ments is known as flat grain. 

15. All dressed and matched stock shall be measured 
and sold **strip count,'* i, e,^ full size of rough strip from 
which such stock is made — 3, 4, 5 and 6 inches wide. 

16. The foregoing general observations shall apply to and 
govern the following detailed descriptive enumeration of 
recognized grades. 

147. Rules for Grading Finishing Lumber. The 

following rules for grading apply to all kinds of finishing stock, 

whether for interior or out-door work. In these rules such 

expressions as **S. i S.'*or **S. 2S." mean "surfaced one side,*' 

or "surfaced two sides," respectively. Also "S. i S. i E." will 

be understood to mean "surfaced one side and one edge." By 

surfacing is meant planing or running it through a planing 

machine. It may still require hand dressing for the best work. 

Nearly all saw mills now dry their lumber and run it through 

the planer, in order to save the extra freight on the rough 

and green lumber. 

(Grades: First and second clear; third clear; barn and 
roofing stocks). 

17. First and Second Clear Finish^ i inch, S. i or 2 
S., up to and including 10 inches wide, must show one face 
clear from all defects; 33 j^ per cent, of any shipment of 12 or 
14 inches wide will admit two pin knots or one standard knot, 
slight pitch streak, or small pitch pocket, or sap stain not over 
ij^ inches wide running across the face, or small kiln or 
seasoning checks, but no two of these defects shall appear in a 
single piece ; 16 inches wide will admit of two defects allowed in 
12-inch or their equivalent. Wider than 16-inch will admit 
proportionately more defects. Pieces otherwise admissible in 
which the point of the grain has been loosened or slivered in 
dressing on the face side should be put in lower grade. Defec- 
tive dressing or reverse face of finishing is admissible. In case 
both faces are desired clear special contract must be made. 

18. Third Clear Finish^ i inch, S. i S. or 2 S., up to 
and including 10 inches in width, may have not more than two, 
of the following defects on best or face side : Three pin knots 
one standard knot ; three sap stains 2 inches wide running across 



220 ENGINEEEING SPECIFICATIONS. 

the face or their equivalent; two pitch pockets; slight pitch 
streaks, kiln or seasoning checks ; torn places, and wane which 
does not enter more than i inch, nor extend more than 2 feet ; 
12-inch will admit three of the above defects, or their equiva- 
lent. This grade is suitable for paint finish. 

19. i^, i^ and 2 inch, S. i or 2 S., shall take i inch 
inspection, and unless otherwise agreed between buyer and 
seller, shall be subject to inspection on face or best side only. 

20. Barn and novelty siding, shiplap and grooved roofing 
shall be 8, 10 and 12 inches wide, and consist of boards falling 
below third clear which are sound and water-tight, free from 
coarse knots and wane over i inch wide extending more than 3 
feet in any piece. Pitch, except in narrow streaks, should be 
excluded. 

21. EdgC'Grain Flooring. (Grades: First clear, second 
clear). First clear edge-grain flooring must be well manufac- 
tured, and free from all defects on face side of strip. 

22. Second clear edge-grain flooring will admit of three 
pin knots or one standard knot, or small pitch pocket, or blue 
sap stain not to exceed 10 per cent, of the face. 

23. Plat-Grain Flooring. (Grades: A flat, B flat). 
A flat flooring may contain two pin knots or one small 
pitch pocket, but shall be free from other defects, and must 
be well manufactured. Pieces in which the point of the 
grain has been loosened in dressing should be put in lower 
grade. 

24. B flat flooring may have any two of the following 
defects: Three pin knots or one standard knot, slight sap stains, 
small pitch pockets, slight torn places and defects in manufac- 
ture, narrow pitch streaks and seasoning checks. When all 
other defects are absent, blue sap stain in any quantity shall be 
admitted. 

25. Common Flooring. (Grades: No. i common, No. 
2 common). No. i common flooring must be manufactured 
from sound stock. In addition to the defects described in B 
flat, also admits of sound knots, blue sap and firm red heart in 
any quantity, pitch and slight shake, but must lay without 
waste. No division as to grain is made in this grade. 

26. No. 2 common flooring includes all pieces that will 
not grade No. i common which can be laid without wasting 
more than one fourth the length of any piece. This grade will 
admit imperfections which do not render the piece unfit for use 
\n cheap floors and roof sheathing. 

27. Center-matched flooring shall be required to come up 
to grade on one face only. 

28. Ceiling. (Grades: A, B, C). A ceiling shall be 
free from all defects on face side and well manufactured. 



LUMBER GRADING AND CLASSIFICATION. 221 

29. B ceiling will admit slight imperfections in dressing — 
three pin knots or one standard knot, pitch streaks or small 
pitch pockets, or blue sap stain not to exceed 10 per cent of the 
face ; but not more than two of these defects to be admitted in 
any piece. 

30. C ceiling conforms to grade of No. i common flooring 
and is suitable for paint finish. Will admit imperfections that 
do not prevent its use without waste. 

31. Wagon Bottoms. (Grades: A, B). Wagon bottoms 
shall be graded the same as flat grain flooring. 

32. Bevel and Drop Siding. (Grades: A, B and C). 
Shall be graded according to ceiling rules, but will admit more 
blue stain, and, except in C grade, should exclude pitch. Slight 
additional imperfections on the thin edge of bevel siding which 
will be covered by the lap are admissible. 

33. Partition. (Grades: A, B and C). Partition shall 
conform to ceiling grades, but must meet the requirements of 
the specified grade only on one face. The reverse face shall 
not be more than one grade lower. 

34. Molded Casings and Base. (Grades: First clear, 
second clear). First clear shall be free of all defects on face 
and perfect in manufacture. 

35. Second clear is suitable for work that is to receive a 
paint finish, and usually consists of rejections, made after 
dressing, from stock inspected in the rough as first clear. The 
defects admitted in B ceiling would be allowed. 

148. Rules for Grading Common Boards and 
Rough Lumber. 

COMMON BOARDS AND SHIPLAP. 

36. No. I common boards, S. i S., and No. i common 
shiplap shall be manufactured from sound stock, of even thick- 
ness the entire length. Will admit of any two of the following 
defects: Wane one half inch deep on edge and one sixth the 
length of any piece ; tight sound knots, none of which shall be 
larger than three inches in diameter, or equivalent spike knots; 
one split not more than sixteen inches long, and blue sap. 
These boards should be firm and strong, suitable for use in all 
ordinary construction and serviceable without waste. 

37. No. 2 common boards and No. 2 common shiplap 
admit pieces that fall below No. i common which are free 
from the following defects : Rotten streaks that go through 
the piece, through heart shakes which extend more than one 
half the length of the piece, and wane over two inches wide 
exceeding one third of the length of the piece. A knot hole 
i^ inches in diameter or its equivalent will be allowed, pro- 
vided the piece would otherwise grade No. i common. Worm 



222 ENGINEEKING SPECIFICATIONS. 

holes and straight splits one fourth of the length of the piece 
are admissible. 

FENCING S. I S. 

38. No. I common fencing must be manufactured from 
sound stock. May contain sound knots equal in diameter to 
not over one third the width of piece at any given point 
throughout its length, but must be free from spike knots the 
length of which is over one half the width of piece. Also, free 
from wane over one half inch deep on edge and one half the 
length of any piece measured on one side. This grade must 
work its full length without waste. 

39. No. 2 common fencing shall admit of pieces that fall 
below No. I common which are free from through rotten 
streaks. 

40. Miscut I inch stock in boards and fencing which does 
not fall below ^ inch thick shall be admitted in No. 2 com- 
mon, provided that the grade of such thin stock is in all other 
respects as good as No. i common. 

DIMENSION S. I S. I E. 

41. No. I Common Dimension shall be manufactured 
from sound stock, and be free from loose and unsound knots, 
and large knots so located as to materially impair the strength 
of the piece ; will admit of seasoning checks and heart shakes 
that do not go through, of slight wane and such other defects 
as do not prevent its use as substantial structural material. 

42. No. 2 Common Dimension admits all pieces falling 
below No. I common which are free from through rotten 
streaks, and sound enough to be used without waste. 

43. Miscut 2 inch stock which does not fall below lY^ 
inch shall be admitted in No. 2 common, provided that the 
grade of such thin stock is in all other respects as good as No. 
I common. 

44. In boards, fencing and dimension, stock falling below 
No. 2 grade and excluding dead culls shall be classed as No. 3. 

45. Dressed timbers shall conform in grade to the speci- 
fications applying to rough timbers of similar size. 

ROUGH YELLOW PINE FLOORING STRIPS AND FINISHING. 

46. Flooring strips are 3 inches, 4 inches, 5 inches and 
6 inches wide when green ; square-edged and evenly manu- 
factured. 

47. Finish must be evenly manufactured, and shall 
embrace all sizes from i inch to 2 inches thick by six inches 
and over in width. 

48. No finishing lumber, unless otherwise ordered, should 
measure when dry and rough less than ^-^ inch scant in thick- 



LUMBER GRADING AND CLASSIFICATION. 223 

ness. No piece in any shipment of boards and strips shall be 
more than ^ inch scant on 6 and 8 inch stock, ^ inch scant 
on lo and ^ inches scant on 12 inch and wider stock. 

49. Wane and seasoning checks that will dress out in 
working to standard thicknesses and widths are admissible. 

50. Subject to the foregoing provisions rough finishing 
shall be graded according to the specifications applying to dress 
finishing. When like grade of both faces is required special 
contract should be made. 

COMMON BOARDS, FENCING AND DIMENSION. 

51. Rough Common Boards and Fencing must be 
evenly manufactured, and should not be less than J^ inch thick 
when dry, nor more than ^ inch scant of specified width. 

52. Rough 2 inch Common shall be evenly manufactured 
and not less than ij^ inches thick when green, or i^ inches 
thick when dry. The several widths must not be less than ^ 
inch over the standard dressing width for such stock. 

53. The defects admissible in rough rock shall be the 
same as those applying to dressed stock of like kind and grade, 
but such further defects as would disappear in dressing to 
standard size of such material shall be allowed. 

54. Rough timbers 6yi6 and larger shall not be more than 
y^ inch scant when green and be evenly manufactured from 
sound stock with not less than three square edges, and must be 
free from knots that will materially weaken the piece. 

55. Timbers 10x10 in size may have a 2 inch wane on 
one corner, or its equivalent on two or more corners, one fourth 
the length of the piece. Other sizes may have proportionate 
defects. 

56. Seasoning checks, and shakes extending not over one 
eighth the length of the piece, are admissible. 

149. Standard Dimensions of the Southern 
Lumber Manufacturers* Association.* 

Flooring. The standard of 1x4 and 6 inch shall be 
|-Jx3^ and 5^ inches; \% inch flooring, i^ inches. 

Ceiling. 3/^ inch ceiling, ^\ inch ; % inch ceiling, 
i^g inch; ^ inch ceiling, j^ inch; % inch ceiling. ^J inch; 
same width as floorins:. 

Finis/ling. 1 inch, S i S or S 2 S, to ^; 1}^ inch, 
S I S or S 2 S, to 13^2 ^nch ; 1% inch, S i S or S 2 S, to 
i\\ inches; 2 inch, S i S or S 2 S, to i^ inches. 

Boards and Fencing, i inch, S i S or S 2 S, to 13-16. 

*These particular dimensions can not be assumed to hold for all parts of the 
country. 

15 



224 ENGINEERING SPECIPICATIONS. 

Dimension, 2x4,8 i S i E, to 1^x3^ inches; 2x6, 
S I S I E, to 1^x5^ inches; 2x8, S i S i E, if^xy^ inches; 
2x10, S I S I E, to if^x9J^ inches; 2x12, S i S i E, to 
if^xiij^ inches; 4x4, ^ inch off side and edge; 4x4, S 4 S, 
"y^ inch off each side. 

149a. Rules Governing the Inspection and 
Measurement of Lumber in the St. Louis Market. 

Rule i. Standard grades of lumber shall be firsts and 
seconds, common, and cull. In the grade of firsts and seconds 
the purchaser is entitled to a fair proportion of clear lumber, 
which must not be less than 33^ per cent. First and clear are 
interchangeable terms meaning that the lumber must be 6 
inches wide and over, except poplar, yellow pine and cypress, 
which must be 8 inches wide and over, and free from all defects. 

Rule 2. Standard lengths shall be 10, 12, 14, and 16 
feet. The first and second grade will admit nothing under 10 
feet and not to exceed 10 per cent of 10 feet in any lot; i, «., 
10 per cent of all lo-foot lumber in any lot may be graded as 
firsts and seconds. In black walnut, cherry, and hickory an ex- 
ception is made, and the total amount of lo-foot lumber may 
be graded as firsts and seconds. An exception is also made in 
ash, in which 18 feet or longer, and in quarter-sawed lumber 
10 per cent of the entire lot may be graded as firsts and sec- 
onds. Shorter and longer than standard lengths in all varieties 
of hardwood lumber are to be reduced in grade unless other- 
wise agreed between buyer and seller, in which case it shall be 
so stated in the certificate of inspection. 

Rule 3. Standard thicknesses shall be i, i^, ij^, 2, 
^J^j 3» 3^ and 4 inches, except poplar, which will allow ^, 
^ and ^ inches in car lots. 

Rule 4. Standard knots shall not exceed i]^ inches in 
diameter and must be of sound character. 

Rule 5. Lumber must be sawed into plump and even 
thicknesses. Scant-sawed lumber must be reduced to the next 
standard thickness, and in case of i-inch lumber to one grade 
lower. All badly sawn, miscut, and uneven lumber shall be 
classed as cull, except when such will dress to its full length 
and width in the next standard thickness, in which case the 
piece shall not be reduced in grade. 



EULES GOVEBNING INSPECTION OF LUMBEB. 224a 

Rule 6. Splits are always more or less damage to a piece 
of lumber. An allowance must be made in determining the 
quality or quantity, according to the nature of the split. A 
straight split extending not to exceed the width of the board in 
length shall be admitted into the grade of firsts and seconds. 

Rule 7. A cull which w^ill not work one half its size 
without waste is a mill cull of no recognized value. 

Rule 8. Lumber sawed for specific purposes, such as 
axles, bolsters, tongues, reaches, newels, balusters, squares, 
etc., must be inspected with a view to the adaptability of the 
piece for the intended use, as in many cases it can not be used 
for other purposes. 

Rule 9. Merchantable lumber is lumber measured for 
what it will work. 

Rule 10. Log run is the entire cut of the log, mill culls 
out. 

Rule ii. It is important that all lumber shall be parallel 
in width, square-edged, and with square ends. 

Tapering lumber shall be measured one third the length 
from the small end. 

Rule 12. Ordinary season checks are not considered de- 
fects. Black stain, heart shakes, rots, wormholes, and dote are 
considered serious defects, reducing to a grade lower than firsts 
and seconds. 

Rule 13. The inspection grades of wagon stock, newels, 
balusters, and table-legs shall be good and cull. 

Rule 14. Newels from all kinds of timber must be clear 
and free from heart, to square 5, 6, 7, 8, 9, and 10 inches 
plump. The lengths must be 4 feet full, or multiples thereof. 

Rule 15. Balusters and table-legs shall be clear and 
square 2x2, 2j^x2^, 3x3, and 4x4, 30 and 32 inches long. 

Rule 16. Bolsters must be 4 feet and 4 feet 6 inches in 
length, and the size must be 3x4, 3^x4^, 4x5, 4^^x55^, and 
5x6. 

Rule 17. Reaches must be 2x4, 8, 9, and 10 feet, or 
25^x4^^, 12, and 16 feet long. 

Rule 18. Hickory axles shall be 6 feet for 3x4, 35^x4^, 
3^^x454 > and 4x5 inches, and 6^ feet long, for 5x6 and 5x7. 

Rule 19. Wagon tongues must be straight and 2x4 at the 
small end, and 3x4, 3>^x4, or 4x4 at butt end, 12 feet long. 



224b ENGINEEEING SPECIFICATIONS. 

POPLAR. 

The inspection grades shall consist of firsts and seconds^ 
common.^ and culL 

Firsts and Seconds shall be 8 wide inches and over; at 8 
inches will admit of i inch of bright sap, but no other defects; 
at lo to 12 inches will admit of 3 inches of bright sap, or two 
standard knots; at 12 to 15 inches will admit of 4 inches of 
bright sap and two standard knots, or three standard knots if 
there is no sap. 

Boards and plank free from other defects may be one half 
bright sap if over 12 inches wide. 

Common shall include any width not less than 6 inches, 
and will allow of bright or discolored sap and knots beyond 
those described in firsts and seconds. Two unsound standard 
knots will be allowed in this grade if over 12 inches wide, and 
splits shall not be considered a defect. Otherwise the lumber 
must be sound. 

Culls shall comprise all widths and sizes having more de- 
fects than described in common, whether in the number or in 
the character of the knots, badly checked, and generally such 
lumber as is unfit for ordinary purposes. 

Box boards shall be 12, 14 and 16 feet long, from 13 to 17 
inches wide, free from all defects except bright sap. 

Poplar strips shall be full 6 inches wide, i, i^i, and i^ 
inches thick, 12, 14, and 16 feet long. Clear shall be free from 
all defects. Second clear may be one half bright sap on one 
side and have one sound knot not over ^ of an inch in diame- 
ter. Common shall embrace all sound strips with more defects 
than second clear. Cull shall contain all unsound strips that 
will work one half its contents, and all tapering strips. 

Poplar squares shall be graded No. i. No. 2, and culls. 
No. I. Lengths may be 8, 9, 10, 12, 14, 16, and 18 feet. 
4x4 will admit one half inch bright sap, or two standard knots. 
5x5, 6^6, and 7x7 will admit one third bright sap or two stand- 
ard knots. 8x8, 10x10, and 12x12 will admit one half bright 
sap and three standard knots. 

No. 2 will admit colored sap knots of a sound character, 
wane, ordinary season checks, and splits not to exceed 12 
inches in length. 

Cull shall comprise all squares below the grade of No. 2. 



RULES GOVEENING INSPECTION OF LUMBER. 224c 

ASH. 

Firsts and Seconds must be 6 inches wide and over. At 8 
inches one and at lo inches two standard knots, or their equiv- 
alent in other defects may be allowed. An allowance for more 
defects of this character may be made in proportion to increased 
width. Eighteen feet or longer must be 5 inches or over wide. 

Common shall include 5 inches and over wide. At 6 
inches one, and at 8 inches two standard knots, or their equiv- 
alent in other defects, may be allowed. An allowance for more 
defects of this character may be made in proportion to increased 
width. 

Cull shall comprise all widths and sizes below the descrip- 
tion of common. 

OAK. 

Firsts and Seconds must be 6 inches wide and over. At 8 
mches one, and at 10 inches two standard knots, or their equiv- 
alent in other defects, may be allowed. An allowance for more 
defects of this character may be made in proportion to increased 
width. 

Common shall include 5 inches and over wide. At 6 
inches one, and at 8 inches two standard knots, or their equiv- 
alent in other defects, may be allowed. An allowance for more 
defects of this character may be made in proportion to increased 
width. 

Dimensions may contain sound hearts if well boxed. Heart 
shakes, rot, and dote are not admissible. 

Cull shall comprise all widths and sizes below the descrip- 
tion of common. 

YELLOW PINE. 

Finishing i to 2 inches. 

The inspection grades shall consist of firsts and seconds 
common and cull^ and shall be inspected on best face. 

Firsts and Seconds must be 8 inches wide and over ; up to 
and including 10 inches wide will admit two sound knots not 
over y^ of an inch in diameter; at 12 inches will admit three 
sound knots not over ^ of an inch in diameter, or one standard 
knot. An allowance for more defects of this character may be 
made for increased widths. Bright sap is not considered a 
defect. 



224d ENGINEEEING SPECIFICATIONS. 

Common shall include all lumber not up to the grade of 
firsts and seconds, but free from shakes, large knots or unsound 
lumber. 

Culls shall comprise all lumber below the description of 

common. 

Strips shall be 4 inches and 6 inches wide. 

Firsts and Seconds must be free from all defects on one 
side. Bright sap is no defect. 

Common may have three small knots not more than ^ of 
an inch in diameter, or one standard knot, blued sap or small 
wane on one edge which will not injure it for working to its 
full size. 

Culls shall comprise all lumber below the description of 

common. 

QUARTER-SAWED HARDWOOD LUMBER OAK, SYCAMORE, ETC. 

Firsts and Seconds must be 6 inches wide and over. At 
7 inches one, and at 9 inches or wider two standard knots will 
be allowed. 

Common shall be 3 inches and over wide. At 6 inches 
one, and at 8 inches two standard knots, or their equivalent in 
other defects, will be allowed. An allowance for more defects 
of this character may be made in proportion to increased width. 

Culls shall comprise all lumber below the description of 
common. 

QUARTER-SAWED OAK STRIPS. 

Quarter-sawed oak strips shall be 3, 4, and 5 inches wide, 
and the inspection grades shall h&Jirsts and seconds and cull. 

Firsts and Seconds shall have one face clear of all defects. 
Cull shall include all lumber not up to the grades of firsts and 
seconds. 

BLACK WALNUT, CHERRY, BUTTERNUT AND CHESTNUT. 

Firsts and Seconds must be 6 inches and over wide. At 
8 inches one inch of sap or one standard knot, and at 10 inches 
two inches of sap or two standard knots may be allowed. An 
allowance for more defects of this character may be made in 
proportion to increased width. 

Common shall be 5 inches and over wide and shall include 
all lumber not up to the grades of firsts and seconds, but avail- 
able fully ^ its size without waste, free from hearts and un- 



BULES GOVERNING INSPECTION OF LUMBER. 224e 

sound lumber. Heart shakes, rot, dote, or worm-holes are not 
admissible. 

Culls shall comprise all lumber below the description of 
common. 

Note. — Gum spots are considered a serious defect, and when their damag^e ex- 
ceeds one-sixth of the size of the piece, shall reduce the grade to common. When their 
damage exceeds one-third the size of the piece, it shall be reduced to cull. 

CYPRESS. 

Firsts and Seconds must be 8 inches and over wide, and 
clear up to lo inches; at lo to 12 inches may have two stand- 
ard knots and 3 inches of bright sap. An allowance for more 
defects of this character may be made in proportion to increased 
width. Free from other defects may be one half bright sap. 
Lengths of 18 feet and over are allowed in this grade. 

Common will contain all lumber under second class, and 
all shaky lumber that is available three-fourths. 

Culls shall comprise all lumber below the description of 
common. 

GUM. 

Firsts and Seconds must be 6 inches wide and over. At 
8 inches may have one standard knot, and at 10 inches two 
standard knots; 10 to 12 inches may have three standard knots. 
An allowance may be made for more defects of this character 
in proportion to increased width. Sap not admitted in this grade. 

Common shall include all lumber available for use full 
three-fourths its size without waste, free from hearts and un- 
sound lumber. Bright or slightly discolored sap may be included 
in this grade. 

Culls shall comprise all widths and sizes below the descrip- 
tion of common. 

BIRCH. 

Firsts and Seconds must be 6 inches wide and over. At 8 
inches one, and at 10 inches two standard knots, or their equiv- 
alent in other defects, may be allowed. An allowance for other 
defects of this character may be made in proportion to increased 
widths. Seventy-five per cent of the face must be red. 

Com?non shall be sound 5 inches and over in width, and 
may have defects not injuring it for ordinary use without waste. 
At 6 inches one, and at 8 inches two standard knots, or their 
equivalent in other defects, may be allowed. An allowance 
for more defects of this character may be made in proportion 
to increased width. 

Culls shall comprise all widths and sizes below the descrip- 
tion of common. 

HICKORY, PECAN, HARD AND SOFT MAPLE, ELM, BEECH 
AND SYCAMORE. 

To these the standard rules governing Ash are applicable. 



224f ENGINEEKING SPECIFICATIONS. 

RULE FOR MEASURING LOGS. . 

All logs measured by the authority of this Exchange shall 
be measured by Scribner-Doyle's Rule, as published in Scrib- 
ner's Lumber and Log Book. 

150. Specification for Thoroughly Seasoned 
Lumber. There is no difference between "seasoned" lum- 
ber and "dried" lumber. "Thoroughly seasoned" or "thor- 
oughly dried" lumber is lumber which has been dried, either in 
the open air or in a dry kiln, until it has reached that state of 
dryness which is relatively permanent. It then contains water 
equal to about ten per cent, of its weight. This is what might 
be called the atmospheric moisture. This will remain in the 
wood unless driven off by evaporation at a temperature of 212 
degrees Fahrenheit or more. The word "thoroughly" when 
used in this connection, means "uniformly" as well as "effect- 
ually." That is, "thoroughly dried" lumber is dried uniformly 
throughout its entire cross-section and throughout its entire 

length. 

To determine the percentage of moisture of lumber it is 
only necessary to cut a section from a board or stick and weigh 
it ; then dry in an ordinary stove oven with a slow fire for an 
hour or two and then weigh again ; the difference in weight 
divided by the dry weight is the percentage of moisture. As 
determined by this test, "thoroughly dry lumber" should not 
contain more than ten or twelve per cent, of water, and the 
interior should be as dry as the exterior. 

The necessity far using thoroughly dried lumber where 
shrinkage is to be avoided, arises from the fact that below about 
30 fer cent, moisture lumber shrinks nearly as much as it 
dries. That is to say, when lumber dries down from 30 per 
cent, moisture to 10 per cent, moisture it dries out, or loses 
in weight, 20 per cent, of its dry weight. It also loses about 20 
per cent, of its dry volume, or say 15 per cent, of its volume at 
30 per cent, moisture. The shrinkage lengthwise is very slight, 



SPECIFICATIONS FOR CAST IKON. 225 

"hence it has lost about 15 per cent, of its cross-section, or say 
six or seven per cent, of each of its lateral dimensions. That 
is to say a board one foot wide at 3a per cent, moisture is only 
about 11^ inches wide at 10 per cent, moisture; or a floor- 
ing board 4 inches wide at 20 per cent, moisture is only about 
3^ inches wide at 10 per cent, moisture. On account of the 
very large radial fibres (medullary rays) in oak wood, this 
kind of lumber shrinks mostly in a circumferential direction, 
and all timber shrinks more circumferentially than radially 
since all woods have these medullary rays to a greater or less 
extent. It is for this reason that **quarter sawed*' (radial 
sawed) lumber is more satisfactory than **flat sawed" for all 
kinds of furniture and house trimmings. For flooring quarter 
sawed, or "rift sawed" boards, presenting an "edge-grain" 
surface, is far preferable to "flat-grain" because it wears evenly 
and does not sliver on the surface. 

The specification may read as follows: 

All the lumber delivered under this contract, to be used 

for purposes of , shall be thoroughly seasoned or 

dried, either in the open air or in a kiln or both. By "thor- 
oughly seasoned" as here used is meant a seasoning or drying 
uniformly throughout the entire sections of the various sizes 
delivered, and the average percentage of moisture contained in 
the lumber when delivered shall not be more than ten per cent. 
of its weight, as determined by actual experiment. 



151. Speciflcation for Cast Iron.* There is prob- 
ably no material in engineering structures which can more 
profitably be governed by specifications involving tests than 
cast iron. Since cast iron usually breaks under some kind of 
shock or blow, it is more necessary to test the iron for resilience 
than for strength. The most convenient test for resilience is 

• See the anther's Materials of Construction £ot a full description ot methods of 
manufacture, methods of testing, and physical properties of all the metals commonly 
used in engineering works. 



226 ENGINEEEING SPECIFICATIONS. 

the cross-bending test, in which deflection is measured. The 
half product of the deflection multiplied by the breaking load 
is the mathematical measure of the resilience in inch pounds. 
This can be reduced to an absolute unit by dividing by either 
the weight or the volume of the bar, and if all the bars tested 
in this way are rectangular in cross-section and of uniform size 
from end to end, the unit obtained in the above manner will 
be comparable, notwithstanding great variations in the dimen- 
sions. It is best, however, to have the test specimens always 
made from the same pattern, using the thickness of metal 
which corresponds closely to the average thickness of web of 
the castings required. If uniform test specimens be employed, 
there is no necessity of dividing the half product of deflection 
and breaking load by the volume or by the weight, since this 
volume or weight remains a constant. In this case the relative 
resilience of the material will be indicated by the product of 
the breaking load into the maximum deflection. The strength 
of the material will be indicated by the breaking load alone. 

The following specification is the one commonly employed 
for all castings made for the water department of St. Louis, 
and is designed to answer the above requirements. 

Cast Iron. 

All of the iron castings shall be made from a superior 
quality of iron, remelted in the cupola or air furnace, tough 
and of even grain, and shall possess a tensile strength of not 
less than 18,000 pounds per square inch. 

Test bars of the metal 3 inches by J^ inch, when broken 
transversely, 18 inches between supports, and loaded in the 
center, shall have a breaking load of not less than 1,000 pounds 
and shall have a total deflection of not less than 3-10 of an 
inch before breaking.* Said bars to be cast as near as possi- 
ble to the above dimensions without finishing; but correction 
will be made by the water commissioner for variations in thick- 
ness and width, and the corrected result must conform to above 
requirements. 

•The tensile strength may be raised to 20,000 or even to 25,900 pounds per square 
Inch, while the deflection may be made ^ inch for ordinary good cast iron and J^ inch 
for a better quality. For a superior quality it may be made fi inch, with a breaking 
load of 1Z50 pounds. 



SPECIFICATIONS FOB CAST IRON. ^ 227 

Specimen bars of the metal used, of a size and form suit- 
able for testing, shall be prepared when required. 

These specimen bars shall be poured from the ladle at 
any time, either before or after the casting has been poured, 
as may be required, and shall present a true specimen of the 
iron used for making the castings. 

If any two test bars cast the same day show a breaking 
strength of less than 18,000 pounds per square inch, or do not 
show the required cross-breaking load and deflection, all the 
castings made from the same mixture to be rejected. 

All castings shall conform to the shape and dimensions 
required by the drawings, and shall be clean and perfect, with- 
out blow or sand holes, or defects of any kind. No plugging 
or other stopping of holes will be allowed. 

Particular care shall be taken to secure perfect lugs, where 
such are required by the drawings. Whenever any doubt 
exists of the exact interpretation as to the shape or dimensions 
shown on the drawings, the contractor must consult with the 
water commissioner, or his duly authorized agent, in regard 
thereto. M. L. H. 

152. Specification for Oast-Iron Water Pipe. 

The following specifications for cast-iron water pipe were used 
in the contract of the new water works system of Cincinnati 
(1900-1902). Special attention is called to provisions Nos. 
14 and 15. It is well known that the coal-tar coated cast-iron 
water pipe will rust more or less on the outside and will form 
numerous "tubercles" of iron rust upon the interior. This 
rusting action is certainly due to imperfect coating and this in 
turn is doubtless due to the iron scale and other foreign matter 
left on the outside of the casting when dipped into the bath of 
coal-tar varnish. It is now well known that no perfect protec- 
tion of iron by painting when exposed to the weather, is 
effective unless the iron has first been entirely freed from rust 
and the ordinary oxide coating which it has when it comes 
from the rolls. The sand blast is the only perfect means of 
cleaning the iron from this oxidized coating. This sand blast 
method of cleaning water pipes is provided as an alternative by 
provision 14 below, and was, with much diflficulty, forced upon 



228 ENGINEEKING SPECIFICATIONS. 

the contractors. The author believes this to be the only 
absolute assurance against exterior rusting and the forming of 
tubercles upon the interior of cast-iron water pipe. Methods 
can be devised for applying this method of cleaning to the 
interior as well as to the exterior of such pipes. This would 
not only greatly extend the life* of the pipe but it would pre- 
serve its original efficiency as a water carrier. The cost of this 
method of cleaning the pipes would be a very small percentage 
of the total cost of the works but would add largely to the life 
and efficiency of that part of the system which represents 
three-fourths of the total cost. 

1. The iron shall be of pig metal, properly selected and 
compounded to obtain the desired quality. It shall be a tough, 
gray metal; close, even grained; uniform in quality; soft 
enough to permit drilling and cutting, and capable of showing 
indentations from a sharp blow of a hammer without flaking. 
When tested in specimens one inch in diameter, from which 
the skin has been removed by turning, all metal used shall 
stand, without breaking, a tensile stress of not less than 20,000 
pounds per square inch. Cast bars, one inch square, resting 
horizontally on supports four feet six inches apart, shall stand, 
without breaking, a weight of 550 pounds suspended at the 
center.* In casting pipe 30 inches and above in diameter the 
metal shall be poured twice in order to secure a thorough 
mixture. 

2. All straight pipes shall be cast vertically, in dry sand 
molds and loam cores, with socket-end down. 

3. All pipes and special castings shall be cooled gradually 
to avoid chilling or unequal contraction in any part. 

4. All pipes and special castings shall be cast with 
sockets and spigots, or with flanges, as specified or ordered. 

5. All socket-and-spigot pipes and special castings shall 
be square at the ends and at the inner edge of sockets, and of 
the exact internal diameter and dimensions specified. Their 
sections shall be truly circular and concentric, and their thick- 
ness uniform throughout their length between socket and spigot. 
They shall be free from cracks, cinders, scoria, blisters, air and 
sand holes, cold-shuts, and all other imperfections. They shall 
have a smooth surface inside and outside. All inside projec- 



*The deflection of this bar should also be specified as not less than one inch, in order 
to obtain a measure of its resilience. See Art. 151. J. B. J. 



SPECIFICATIONS FOE CAST IRON. 



229 



tions must be carefully removed and made even and smooth 
throughout. No plugging of holes or flaws w^ill be allowed. 
All spigot-ends shall fit well into sockets to the bottom, without 
requiring chipping in the field. 

6. The weight of the straight pipes, their joint room, 
length and thickness shall be as follows: 



Interior 




Hyd. Test 








Diameter, 
Inches. 


Weight in 
Pounds. 


Pressure in 

lbs. per 

sq. in. 


Thickness of 
Joint Room. 


Total Length. 


Thickness in 
Inches. 


4 


298 


300 


% 


12' 4" 


V2 


6 


480 


300 


% 


12' 4" 


9-16 


8 


695 


300 




12' 4" 


% 


12 


1,011 


300 


% 


12' 4" 


% 


24 


2,753 


250 


% 


12' 4" 


% 


30 


3,705 


250 


^ 


12' 4^" 


15-16 


36 


5,013 


250 




12' 41^" 


1 1-16 


48 


8,676 


200 


1^ 


12' 5" 


1% 


60 


13,763 


200 


y^ 


12' 5" 


M 


72 


17,628 


200 


'A 


12' 5" 


Ws 



7. The joint rooms shall not vary more than one-sixteenth 
of an inch, and the lengths shall not differ from the above 
except by written consent of the chief engineer, in which case 
the weights as above given shall be modified in accordance 
therewith. 

8. No pipe whose thickness of metal is more than one- 
sixteenth of an inch less than above specified shall be received. 

9. Straight pipes weighing less than g'jj4 per cent of the 
above specified weights shall be rejected. Any excess of 
weight of more than 2^ per cent in individual pipes shall not 
be paid for. Special castings weighing less than 97 per cent 
of the standard calculated weight shall be rejected. Any 
excess uf weight of special castings of more than 4 per cent 
shall not be paid for. 

10. The sockets and spigots shall conform in shape and 
size ; and the curved pipes, branches, crosses, and other special 
castings shall be made in conformity with the drawings furn- 
ished and approved by the chief engineer. 

11. Lugs shall be cast on all such pipes and special 
castings as may be directed by the chief engineer. The sockets 
and spigots shall be tested by suitable gauges, and the thickness 
of the metal shall be tested by calipers. 

12. Flanged pipes shall be cast vertically in dry sand 
molds and loam cores in a manner similar to the socket-and- 
spigot pipe. All flanges shall be smooth, sound, and free 
from all imperfections; to accomplish which the upper flange 
shall be cast with a suitable sinking head thereupon, which 
shall afterwards be cut off. Before coating the pipes the 



230 ENGINEEEING SPECIFICATIONS. 

flanges shall be faced in the lathe at right angles with the axis 
of the pipes and drilled by template for bolt connections, as 
shown on the drawings. 

13. Every pipe and special casting shall have cast upon 
it, in letters and figures two inches long and }i inch in relief: 

(i) The maker's name or initial. 

(2) The year in which the casting was made. 

(3) The running number of each successive casting made 
of the different kinds and sizes required. The serial number of 
rejected pipes or specials shall not be duplicated. 

14. The pipes and special castings shall be free from 
rust, and shall be carefully cleaned with both hard and soft 
brushes, to remove all adhering sand, clay, and dust, or the 
exterior and interior surface of the pipes and special castings 
shall be thoroughly cleaned by the use of the sand blast if 
elected by the trustees. Both the inside and outside surfaces 
of the pipes must be smooth before and after dipping. 

15. After the pipes and special castings have been 
cleaned to the satisfaction of the chief engineer, they shall be 
subjected to a careful and thorough hammer inspection, after 
which they shall be thoroughly dried and uniformly heated in 
suitable ovens to a temperature of 300 degrees Fahr., and 
then dipped vertically in a bath of coal-tar varnish composed 
of 5 per cent of resin and 95 per cent of the best coal tar, dis- 
tilled at a temperature of 440 degrees Fahr., evaporating all 
the lighter oils and retaining the heavy oils. Each pipe shall 
be heated to a temperature of 300 degrees Fahr., and shall at 
that temperature ■ be dipped into the coal-tar varnish, which 
shall be maintained at a uniform temperature of 280 degrees 
Fahr., while the pipe is immersed. The pipe shall remain in 
the varnish at least ten minutes; then withdrawn, drained, 
and quickly dipped a second time to insure the coating of all 
parts which may have remained uncoated. The dipping 
material must be kept free from sand, grit, or other foreign 
material. The uniformity of the composition must be main- 
tained by adding fresh materials; and as often as may be 
necessary, in the opinion of the chief engineer, the tank shall 
be emptied and refilled with clean and pure material. The 
coating must be adhesive, continuous, smpoth, hard, yet tough, 
tenacious, and durable. It must be free from blisters and 
bubbles. 

16. After being coated, every pipe and casting shall be 
drained of the surplus varnish, and when dry shall be tested, 
at the expense of the contractor, under such hydrostatic pressure 
as is specified for each size of pipe in paragraph 6 of these 
specifications. 



SPECIFICATIONS FOR CAST lEON. 231 

17. After having- been coated and tested, every pipe and 
special casting shall be carefully weighed under the super- 
vision of the chief engineer, and the w^eight and class thereof, 
as well as the inspector's initials, shall be marked thereon in 
plain, legible letters and figures, in white paint, inside and 
outside. 

18. An inspector appointed by the board of trustees, 
*' commissioners of waterworks," shall, under instructions 
and direction of the chief engineer, inspect and supervise the 
work and material, and see that all the stipulations of the 
specifications are faithfully carried out. He shall have unre- 
stricted access to all parts of the works. All tests and weigh- 
ing shall be made under his personal supervision, and the 
contractor shall furnish him with all facilities, and with all 
tools, specimens, appliances, and labor necessary for this work 
without charge. 

19. A final inspection may be made after the pipes or 
special castings have been delivered, and any pipe or casting 
found defective at any time after acceptance by the inspector, 
and at the time of unloading on the waterworks grounds, shall 
be rejected, and the contractor shall replace them with good 
pipes and special castings acceptable to the chief engineer, free 
of cost to the board of trustees, "commissioners of waterworks.** 

20. All scales used for weighing and all gauges used in 
testing shall, whenever required by the inspector, be tested by 
proper authorities with standard United States weights and 
gauges. 

21. All pipes and castings shall be delivered on board 
•cars on the side track to be built on the waterworks grounds 
near California, Ohio, and connecting with the Cincinnati, 
Georgetown & Portsmouth Railroad. 

22. All pipes and special castings shall be delivered in 
all respects sound and comformably with the specifications. 
In handling or transporting the pipes or special castings, care 
must be taken not to injure the coating in any manner, nor 
shall any pipes or other material be placed inside of any pipes 
or special castings after they have been coated. 

23. The prices paid for the pipes and special castings 
shall include all the materials, patterns, labor, freight charges, 
the cost of testing, facing, drilling, coating, weighing and 
marking, and other expenses necessary or incidental to the 
manufacture and delivery of said pipes and castings on board 
cars on the waterworks grounds near California, Ohio, except- 
ing the salary of the inspectors appointed by the trustees. 
The ton shall be the net ton of 2,000 pounds. 

24. The prices paid for straight .pipe shall include 



232 ENGINEERING SPECIFICATIONS. 

straight pipes of all lengths not exceeding 12 feet and not less 
than 6 feet. Straight pipes with socket or spigot at one end 
and flange at the other end shall be paid for as flanged pipes. 
25. Special castings with socket or spigot at one end and 
with flange at the other end shall be paid for as flanged specials. 

G. H. B. 



153. Specifications for Riveted Steel Water 

Pipe. — The following specifications were used for the riveted 
steel conduit of the city water supply of Cambridge, Massa- 
chusetts.* There is no question but that rivet heads and the 
lapping of the sheets at the ti ansverse joints greatly retard the 
flow of the water and consume a large portion of the hydraulic 
head. This might be avoided by counter-sinking the rivets 
(if the metal be thick enough) and by using an outside butt- 
strap connection at the transverse joints. The author suggests 
these changes in the following specification : 

Metal. — The steel for the plates used in the manufacture 
of the pipe to be of class termed soft, and shall be made by 
the open hearth process. It shall contain not more than 0.06 
per cent of phosporus, 0.06 per cent of sulphur, and 0.60 per 
cent of manganese. 

The steel must also stand the following physical tests: 

Tensile strength to be not less than 55,000 pounds nor 
more than 65,000 pounds per square inch. 

Elastic limit to be not less than 30,000 pounds per square 
inch. 

Elongation to be not less than 22^ per cent longitudinally 
and 20 per cent transversely of the plates. 

Tensile test specimens to be 8 inches long and 1^ inches 
wide between measuring points. 

Bending test specimens cut lengthwise or crosswise from 
the sheet to be six (6) inches long and one (i) inch wide, to 
be bent iSo degrees upon itself when cold, and hammered 
down flat, without sign of fracture on the outside of the bent 
portion. 

Punching test specimens to be one and three-fourths (i^) 
inches wide and not less than ten (10) inches long, in the 
middle of which a row of not less than eight (8) holes three- 



*See a paper by the author of these specifications on The Use of Steel for Water 
Mains in. Jour. N. E. Water Works Association, Vol. XIII. 



SPECIFICATIONS FOR STRUCTURAL STEEL. 233 

fourths (^) inch diameter spaced one and one-fourth (i^) 
inches between centers shall be punched without causing any 
cracks. 

Drifting test specimens to be three (3) inches wide and not 
less than five (5) inches long, in which not less than two (2) 
holes three-fourths (^) inch diameter, spaced two (2) inches 
between center and one and one-half (i^) inches from the 
edges, shall be punched and then enlarged by blows from a 
sledge hammer upon a drifting pin until said holes are at least 
one and one-fourth (i^) inches in diameter, without causing 
any cracks; such enlargement to be done cold. 

The plates shall be free from lamination and surface 
defects, and be fully up to the required gauge for thickness on 
the edges. Any plate whose thickness at any point may be 
found less than ninety-five (95) per cent of the required 
thickness, shall be rejected without appeal ; furthermore, at 
least ninety (90) per cent of the plates must be of the required 
thickness at all points. 

Rivet steel shall be soft and have a tensile strength between 
the limits of 50,000 and 58,000 pounds per square inch, with 
an elastic limit of not less than 30,000 pounds per square inch, 
and with an elongation of not less than 28 per cent in a test bar 
eight inches long between measuring points and full diameter 
of rivet, and with a reduction of cross sectional area at the point 
of fracture of not less than 50 per cent. 

The material shall also be of such quality as will stand 
bending double and flat before and after heating to a light 
yellow heat, and quenching in cold water, without sign of frac- 
ture on the convex surface of the bend. The quality of ma- 
terial of rivet rods and subsequent manufacture into rivets shall 
be such that the edges of heads of properly heated and driven 
rivets shall be free from checks or cracks. All steel rivets not 
conforming to the above requirements will be rejected. 

All plates and rivets must be free from rust and be kept 
under cover, from the time of manufacture of the plates until 
the completed pipe is dipped or coated. In case of accidental 
rusting, the rust must be removed from the plates in the manner 
hereinafter specified before proceeding with the manufacture 
of the pipe. 

Manufacture of Pipe. — The sheets or plates must be of 
such dimensions as to admit of being rolled into true cylinders 
not less than seven (7) feet in length and of the required 
internal diameters, with ample allowance for the necessary 
overlap at the single longitudinal seam of each such cylinder. 
One-half of the whole number of sheets will be formed into 
"inside courses," or cylinders, having the specified internal 

16 



234 ENGINEERING SPECIFICATIONS. 

diameter of the conduit pipe, and the remaining half into 
*'outside courses," or cylinders, whose internal diameter shall 
be exactly equal to the external diameter of the inside courses, 
said courses alternating and forming a tight fit with each other 
before any protective coating is applied to the metal. 

The conduit pipe shall be forty (40) inches in internal 
diameter of the said inside courses. The thickness of the steel 
plates for the pipe with flanged ends to be placed within the 
reservoir is to be % inch. The thickness of the plates for the 
pipe at the crossings over the roadway and at the railroad will 
be Y2, inches. The thickness of the plates for all the rest of 
the pipe will be 5-16 inches. 

The edges of each plate must be properly planed or cut to 
true lines and beveled for caulking all around ; and at the end 
of each course, where the lap of the longitudinal seam occurs, 
the plate must be reduced by cold hammering or planing, or 
both, to a fine edge, through which one of the rivets of the 
round seam must be driven to insure tightness. In addition to 
this rivet, still another rivet must be driven through the three 
thicknesses of plate at such joints. Each plate must be rolled 
to a perfect cylinder of the required diameter. 

All rivet holes must be spaced with precision, and in 
punching the same, the punch shall be applied to the side of the 
plate which is to be placed in contact with another. In punch- 
ing said holes, the best and sharpest dies and punches are to be 
used, and all burrs caused by the punch on the lower side of 
the plate shall be removed by counter-sinking. 

All rivet holes are not to exceed the specified size of rivet 
by more than 1-16 of an inch, and are to be so punched that in 
assembling the several parts of a member together a rivet 1-16 
inch less in diameter than the hole, can be entered hot into any 
hole without "drifting." Occasional variations must be cor- 
rected by reaming. 

Whenever possible, rivets must be driven by machines 
capable of retaining the applied pressure after the upsetting is 
completed. Rivets when driven must completely fill the hole 
and have full round heads, concentric to the rivet hole, and 
thoroughly pinch the connected members together. 

All loose or imperfectly driven rivets must be replaced by 
sound and perfect fitting ones. 

At each junction of the straight seam and the round seam 
where three thicknesses of plate come together, and in all places 
where castings of any description are to be attached to the pipe, 
special rivets of extra length must be provided and driven. 

The rivets used for attaching castings of any description to 
the pipes and connecting together plates or courses in the field, 



SPECIFICATIONS FOE STRUCTURAL STEEL. 235 

or by hand-work in the shop, shall in all cases be of the best 
quality of wrought iron, and be driven in the best and most 
workmanlike manner in every respect. All provisions herein 
contained, relating to riveting done in the shop, shall also 
apply, as far as practicable, to rivets driven in the field, or along 
the line of the conduit. 

All circular seams to be single riveted, and the longitudinal 
seams to be double riveted, except where shown otherwise on 
detail plans. 

The pipe is to be manufactured in lengths of four or more 
courses each, the outside and inside courses alternating with 
each other, so that each length will have an outside course on 
one end and an inside course on the other end ; also in such 
manner that the longitudinal seams will alternate to the right 
and left not more than one foot from the centre line of the pipe. 

Where angles or curves occur in either the alignment or the 
grade of the conduit, the plates must be cut and punched to the 
required lines for forming a small oblique angle at the round 
seams of as many courses as may be needed to produce the 
given total deflection or curvature in each locality, and the 
courses must be put together with the longitudinal seams 
alternating as aforesaid. In general, the deflection angle 
formed by two consecutive courses may range from one (i) to 
five (5) degrees in horizontal or vertical projection, according 
to the locality ; but greater deflection angles may be made if 
ordered by the engineer. 

Where ordered by the engineer the ends of the pipe to be 
provided with suitable flanged rings or collars of steel or iron, 
riveted to the pipe and drilled for bolting as shown on detail 
drawings. 

Stiffening rings of suitable steel or iron shall be placed 
about the pipes and securely riveted to the same where ordered 
by the engineer. The price for furnishing and placing the 
flanges and rings to be paid for by the pound at the price 
stipulated in item (q). Plan B. 

Openings for the manholes, branches, blow-offs, air valves, 
etc., will be cut, and the cast iron fittmgs riveted on in the shop 
heiore the coating is applied. 

All riveted seams and joints of every description shall be 
thoroughly caulked, both on the inside and the outside of the 
pipe, in the best and most workmanlike manner for first-class 
boiler work, while for the necessary distance from all laps the 
seams shall be both chipped and caulked. The caulking of all 
seams made in the shop must be done before the coating is 
applied to the pipe, and every precaution must be taken, both 
in the shop work and in the field work, to insure the utmost 
strength and tightness. 



235a ENGINEEKING SPECIFICATIONS. 

The cost of furnishing all appliances, materials and labor 
required for the manufacture of the pipe as aforesaid, except 
the castings and special fittings, must be included in the price 
bid per lineal foot for the conduit pipe laid in place complete, 
said price also to include the cost of riveting such castings and 
fittings to the pipe, the cost of making connection with the ends 
of the special sections and ends of the cast iron pipe at the 
engine house and at the reservoir, and all incidental work. 

During its manufacture, sample lengths of pipe, to be 
selected by the engineer as frequently as he may deem neces- 
sary, shall be tested before or after coating under a water 
pressure equal to at least lOO pounds per square inch. All 
such tests will be made at the contractor's expense, and he 
shall furnish all the necessary appliances and labor for their 
performance to the engineer's satisfaction. 

Coating. — After the pipes are manufactured and the open- 
ings required for connections, manholes, air valves, etc., cut in 
the appropriate sections, and the stiffening rings, collars, and 
fittings, riveted in place, they are to be covered with a pro- 
tective coating of the material and in the manner recommended 
by Prof. A. H. Sabin of Long Island City of New York, or 
by some process equally satisfactory to the engineer. 

If the process of Prof. Sabin is used, the pipe will be 
heated to above 212 deg. Farenheit. It will then be dipped in 
the coating compound manufactured by E. Smith & Co. of New 
York, which must be heated to above 250 deg. Farenheit. 
After draining, the pipe will then be placed and kept vertically 
in a suitable baking oven with a pan under each pipe to catch 
the drip. 

The pipes must be kept in the oven at a heat of not less 
than 500 deg. Farenheit, for about four hours, until the coating 
has become hard ; when cold, the pipes may then be removed 
from the oven and transported to the work. 

The heads of all rivets driven after the coating has been 
applied, or any parts of the coating injured in shipment, must 
be thoroughly covered with "black bridge paint," manufactured 
by E. Smith & Co. of New York, and allowed to become 
sufficiently hard before being handled or covered up. 

Manholes. — When directed by the engineer, the contractor 
shall furnish and put in place in the steel pipe conduit, man- 
holes, with covers, gaskets and bolts complete. The openings 
for said manholes shall be elliptical, with clear major and 
minor diameters of not less than 16 and 14 inches respectively; 
and the joint between the frame and cover must in all cases be 
made by truly facing or milling the abuttmg surfaces and inter- 
posing a suitable gasket of sheet copper or lead. No portion 
of the frame or cover shall project within the cylindrical cross- 



I 



SPECIFICATIONS FOR STRUCTURAL STTEL. 235 b 

section of the pipe, and the design of the manhole in all its 
details shall be subject to the approval of the engineer. 

Payments for all manholes ordered and put in place in 
conformity with the engineer's directions, will be made at the 
price stipulated in item (^), plan B, but any manhole not so 
ordered and which is put in place by the contractor at any time 
for his own convenience during the construction of the conduit 
or for making any repairs thereto, and the replacement of 
gaskets in any manhole opened for any purpose by him, will be 
at the said contractor's expense. 

Transportation and Delivery. — After the steel pipe is 
manufactured and coated as specified above, it is to be trans- 
ported and delivered along the route of the pipe line, or on 
adjacent land, as directed by the engineer. Great care must 
be taken by the contractor in the transportation and delivery to 
prevent injury to the coating of the pipe and special fittings 
jmd castings, or deformation and damage to the pipe itself. 
All damage to the coating must be made good by the contractor 
by re-coating the damaged portions in a manner satisfactory to 
the engineer. 

Any section of the pipe showing appreciable indentation 
or deformation may be rejected by the engineer. 

The pipe is to be placed by the contractor in the trenches 
as prepared^ by the city, upon wooden blocks set by said city, 
and the sections of the pipe carefully riveted together. Rivets 
to be of same quality as those specified for shop riveting, and 
will be well and thoroughly driven by hand. After riveting, 
the joints must be thoroughly caulked. 

The sections of the pipe shall be so laid as to have the 
longitudinal seams on top. Rivet heads and all portions of the 
pipe coating injured in the laying shall be coated while in the 
trench with the "black bridge paint," manufactured by E. 
Smith & Co. of New York, in a manner satisfactory to the 
engineer. 

Setting Valves. — The city will furnish and deliver at the 
work the four sets of 30-in. valves and the cast iron connec- 
tions ; and the contractor is to connect the same with the 
flanged ends of the pipes, furnishing therefor all bolts, lead, 
labor, etc. The foundation and rests for the valves and special 
connecting pipes will be furnished and set by the city. 

The sum to be paid for placing each set of 30-in. valves 
and connecting pipes, also placing the 30-in valve and special 
castings at the cross-over near the Watertown Branch Railroad, 
and connecting with the ends of the 40-in. riveted steel pipe is 
specified in item (n), plan B. 

Excavation of the trench, for the pipe-laying and making 



236 ENGINEERING SPECIFICATIONS. 

up the joints, will be done, also all cradles and bearing blocks 
will be furnished and set by the city, in advance of the work of 
placing the pipe. Any damage done to the trench or dis- 
arrangement to the blocks and bearing pieces after the same 
has been dug or set, must be made good by the contractor. 
The cost of connecting the steel pipe with the cast iron pipe at 
the engine house and also the gate house of the reservoir must 
be included in the price for the steel pipe. 

The pipes and appurtenances must be kept well brushed 
out and thoroughly cleansed from all dirt or rubbish of any kind 
and the ends of the pipe and branches must be kept covered 
with suitable wooden caps. 

Testing Pipe, — As soon as practicable after the pipe is 
laid and riveted in the trench the pipe will be tested, at the 
expense of the contractor, in convenient lengths of about 2,500 
feet, to a pressure of 100 pounds per square inch. The con- 
tractor must furnish at his own expense such caps and plugs as 
may be necessary to close the open ends of the pipe. During 
this test all the joints shall be carefully examined and leaky 
joints caulked and made tight in a manner satisfactory to the 
engineer. The contractor to supply all needed water and 
appliances for testing at his own expense. 

If, during the test, any pipe, special fitting or casting sup- 
plied by the contractor, should burst or be found defective in 
any respect for any cause, the same shall be removed and be 
replaced with a sound piece, and any damage to the trench or 
property resulting from said defect or failure must be made 
good by the contractor without extra compensation. 

At the completion of the work the entire pipe line as laid 
will be inspected inside, and any material found therein must 
be removed by .the contractor. 

It is to be understood that all the necessary materials, 
tools, machinery, derricks, labor, etc., necessary for manu- 
facture, delivery and placing of the pipes, and setting the gates 
and special castings, in the trench complete and ready for use, 
is to be furnished by the contractor. 

The price to be paid per each lineal foot of 40-in. riveted 
steel conduit pipe furnished, manufactured, coated and placed 
in the trench and accepted by the engineer is specified in item 
(h), plan B. 

Riveted Pipe with Flanged Ends. — The 40-in. riveted 
steel pipe with flanged ends will be made of sheets y^ inch in 
thickness, of dimensions as shown in detail drawings, and made 
under the foregoing general specifications. 

This pipe will not be placed in the reservoir by the con- 



SPECIFICATIONS FOR WOODEN STAVE PIPE. 237 

tractor, but will be delivered on adjacent grounds as directed 
by the engineer. 

The price to be paid for each lineal foot of 40-in. riveted 
steel pipe with flanged ends delivered on the ground, is specified 
in item (i), plan B. 

The sum to be paid for each pound of wrought iron or 
steel collars, stiffening rings, etc., classed as "special fittings," 
furnished, and riveted to the pipe, as directed, is specified in 
item (q), plan B. L. M. H. 



154. Speciflcation for Wooden Stave Pipe. — The 

following specification was prepared and used in California by 
one of the most experienced engineers in this kind of con- 
struction : 

Dimensions. — The stave pipe built under these specifica- 
tions shall have inside diameter as near as may be of 24 inches 
for the reservoir inlet pipe, and 18 inches for the independent 
connection between the outlet pipes and the Vermont avenue 
line ; and shall consist of wooden staves, steel bolts, malleable 
cast saddles and metallic tongue. 

Staves. — The staves shall be made of clear redwood, free 
from sap, which shall have been on sticks at least thirty days 
before being milled. The finished thickness shall not be less 
in either case than 1^3 inches. The broad sides shall be 
dressed to conform to the outside and inside radii of the pipe. 
The edges shall be dressed to the radial planes, except that a 
slight bead shall run along on edge of each stave. The ends 
of the staves shall be accurately squared and shall be slotted 
for insertion of a No. 14 metallic tongue, so as to secure the 
same position for all staves. The staves may vary in length 
from 10 to 24 feet, but not more than 10 per cent shall be less 
than 12 feet, and not more than 40 per cent shall be less than 
14 feet. 

Bands. — The bands shall be homogeneous mild steel, 
having a tensile strength of from 58,000 to 6^^,000 pounds to 



238 ENGINEEEING SPECIFICATIONS. 

the square inch, and the elastic limit shall not be less than 60 
per cent of the tensile strength. The elongation shall not be 
less than 24 per cent in a test piece 8 inches long, and shall 
bend back upon itself cold without fracture. The section of 
the band shall be ^ inch round. The thread shall be cold 
rolled, and shall be as strong as the body of the bolt. The 
washers shall be o. 1 1 inches thick, and the nuts shall run 
easily but not loosely on the thread. 

Saddles. — The saddles shall be of best malleable cast iron 
of such shape as shall leave the entire band in a plane per- 
pendicular to the axis of the pipe. The strength shall be in 
excess of the bands. They shall be free from defects and 
shall fit closely upon the outside of the pipe. 

Tongues. — The tongues shall be ij^ inches wide, and 
long enough to extend into the adjacent side staves when in 
place. 

Construction. — The pipe when laid shall conform accur- 
ately to the stakes of the engineer. The staves shall break 
joints, and no joints in adjacent staves shall be nearer than 24 
inches. The pipe when finished shall be. round and smooth, 
both outside and in. 

The bands shall be put on at right angles to the staves. 
The seam joints shall be made tight by frequent and thorough 
cinching of the bands. The butt joints shall be made tight by 
longitudinal driving of the staves, using wooden driving bars. 

Coating. — The steel rods shall be coated with Asphalt 
after the manner specified for the iron pipe. Any spots where 
the coating has become damaged, after the bands are placed 
in the pipe, shall be thoroughly painted over. The nuts, 
washers and shoes shall be similarly treated. 

Spacing. — The band spacing shall be as given in the 
following table: 



SPECIFICATIONS FOR WROUGHT IRON CHAINS. 



239 



(The pressure to be the difference between the elevation 
of the bottom of pipe and 493.5 f^et.) 



Diameter of Pipe. 


Pressure in Feet Head. 


Distance C. to C. of Bands, 


18 inches 
18 inches 
18 inches 
18 inches 
24 inches 
24 inches 


25 to 30 
30 to 35 
35 to 40 
40 to 45 
25 to 30 
30 to 35 


9 inches 
8 inches 
7% inches 
7% inches 
8 inches 
7ji inches 



Backfilling. — The contractor supplying the pipe shall 
also backfill the same to a depth of six inches over the top of 
the pipe ; the material to be carefully tamped under and about 
the same. 

Connections. — The pipe shall be connected up with the 
various specials as shown on the plan with oakum and lead 
joints. A. L. A. 



155. Specifications for Wrought Iron Chains. 
The following specifications for wrought iron chains are in use 
(1903) by the Pennsylvania Railroad Company. It will be 
noted that there is no specification concerning the material 
from which the chains are made, the tests of the completed 
chains being regarded as sufficient. Presumably to satisfy 
these requirements an excellent quality of wrought iron would 
be required. 

All chain will be ordered subject to inspection and test by 
the company's inspectors before shipment. Manufacturers 
filling orders will, when they have a shipment of chain ready, 
so advise the general superintendent of motive power. They 
will be required to furnish suitable testing machines, and such 
assistance as will enable the inspectors to properly determine 
whether the chain meets the requirements, and must be pre- 
pared to ship in the presence of the inspectors. 

All chain will be proof tested to the strains shown in the 
table below, which it must stand without deformation, and in 
addition one short length of not less than two (2) feet for each 



240 ENGINEEKING SPECIFICATIONS. 

two hundred (200) feet presented, shall be tested to destruc- 
tion, and the two hundred (200) feet will be rejected if the test 
length falls below the figures given for breaking we'ight and 
elongation. On orders calling for less than two hundred (200) 
feet, one length will be tested to destruction. When chain is 
ordered in lengths complete, with links, hooks, etc., welded^ 
on, as used on cars or for cranes, the long links, hooks and eye 
bolts must be included in the proof test, such lengths may be 
chained together by temporary shackles during the test. One 
per cent of the chain thus presented for test must be measured 
and weighed to determine the weight per foot of chain, not 
including long links and hooks. If it should be impossible to 
determine weight of chaiH with long links and hooks attached, 
the long links must be cut and afterwards replaced in the 
presence of the inspector before shipment, but with care this 
cutting may generally be avoided. 

All chain must be smooth, free from the appearance of 
burnt welds, cracks or overlaps, and must have a workmanlike 
finish. Any chain defective in these respects will be rejected. 
Chain must not be less than the nominal size in the body or 
welds. Any chain found defective after shipment, will be 
returned without freight charges. Chain weighing in excess of 
the limits of weight shown in the table below, will be paid for 
at that weight. 

The company's drawing of "Standard Chain Links" No. 
13 1 24 and detail drawings of "Standard Chains" will form 
part of these specifications. Drawing No. 13124 gives the 
desired dimensions of links, and if the length of 100 links in 
any of the crane chains is greater than shown, by as much as 
one per cent., the same will be rejected. In the case of the 
3^2 inch and ^^ inch chains, as much as ten per cent excess 
length of link will be allowed. For the remaining chains this 
limit will be two per cent. To determine the length, a piece 
of chain containing 100 links whenever practicable will be 
selected, and the distance from inside end to inside end of end 
links measured, this measurement will be taken while the chain 
is in test machine for proof test, with no more than ten (10) 
per cent of the proof load on to take up the slack. If the 



SPECIFICATIONS FOR STEEL STAND PIPE. 



241 



length of chains ordered will not contain lOO links, then 50, 25 
or 10 links may be measured. The highest practicable number 
should however always be selected. 

The main requirements of the specifications are given in 
the following table: 



c 


ri 

n 
1 




Description. 


Specifications. 


B 
cr 
n 

"1 



D 

5* 

CR) 


.a 

bo 
C n 

l-H C 05 

5'"' 

rt 





tn 

*-> 
.- 


(0 

00 c 




U 

0^ 


be 

baa ■" u 
CO t; 

:5ftH ^ 

« c 
CO K 


1 


5-32 


1 Twisted Chain. 


1 103.1 


1 0.20 1 1 1 ... 


2 


3-16 


Twisted Chain. 


96.2 


0.35 


1 1 .... 


2% 


3-16 


Perfection Twisted Chain. 


151.25 


0,266 


1 1 ... 


3 


M 


Straight Link Chain. | 


103.0 1 


0.70 


1,500 1 3,000 I 10 


4 


5-16 


Straight Link Chain. 


114.7 


1.10 


3,000 1 5,500 1 10 


5 


% 


Straight Link Chain. 


114.7 


1.50 


3,500 1 7,000 1 10 


6 


% 


Crane Chain. | 


113.6 1 


1.50 1 


4,000 1 7,500 1 10 


7 


7-16 


Straight Link Chain. | 


127.5 1 


1 90 


5,000 1 9,500 1 10 


8 


7-16 


Crane Chain. 


126.3 


1 90 


.5,500 1 10.000 1 10 


9 


^ 


Straight Link Chain. 


153.0 1 


2.50 


7,000 1 12,500 1 10 


10 


H 


Crane Chain. 


138.9 1 


2.50 1 


7,500 1 13,000 1 10 


11 


% 


Straight Link Chain. | 


178.5 1 


4.00 1 


11.000 1 20.000 1 10 


12 


v% 


Crane Chain. | 


176.7 1 


4.00 1 


11,000 1 20,000 i 10 


13 


1 % 


Straight Link Chain. 


204 


5.50 


16.000 1 29,000 1 10 


14 


1 % 


1 Crane Chain. 


202.0 


5.50 


16.000 1 29.000 1 10 


15 


% 


Crane Chain. | 


2.52 5 1 


7.40 1 


22,000 1 40.000 1 10 


16 


1 


Crane Chain. i 


277.7 1 


9.50 


30,000 1 55.000 1 10 


17 


1^ 


Crane Chain. | 


303.0 1 


12.00 1 


40,000 1 66.000 : 10 


18 


m 


Crane Chain. | 


353.5 1 


15.00 1 


50,000 1 82,000 1 10 


19 


1 1^ 


Crane Chain. 


416.6 


21.00 1 


70,000 ! 116,000 1 10 



P. R. R. 



157. Specification for the Material and Work- 
manship of a Steel Stand-Pipe. — The following specifica- 
tion for the material and workmanship suitable for a steel 
water tower or stand-pipe have been prepared by Mr. Wm. 
D. Pence, after a very long and careful investigation of the 
numerous failures which have occurred in such structures and 
also of the materials and workmanship suitable and necessary 



242 ENGINEERING SPECIFICATIONS. 

for this kind of work. The specification includes a phosphorus 
limit of 0.06 of one per cent., whereas those given in articles 
154 and 156 allowed an upper limit of 0.08 of one per cent. 
There is no question but that a limit of from 0.06 to 0.08 of 
one per cent., is necessary in order to exclude high phosphorus 
steels which are of necessity brittle. The author heartily com- 
mends these specifications, not only for the purpose named, 
but for all similar kinds of work. 

Material. The metal composing the stand-pipe shall 
be soft, open-hearth steel, containing not more than 0.06 per 
cent, phosphorus, and having an ultimate tensile strength of 
not less than 54,000 nor more than 62,000 pounds per square 
inch, an elastic limit not less than one half the ultimate 
strength, an elongation of not less than 26 per cent, in eight 
inches and a reduction of area of not less than 50 per cent, at 
fracture, which shall be silky in character. Before or after 
being heated to a cherry red and quenched in water at So® F., 
the steel shall admit of bending while cold, flat upon itself, 
without sign of fracture on the outside of the bent portion. 

Test Pieces. All test samples shall be cut from finished 
material. Tensile test pieces to be at least 16 inches long, and 
to have for a length of 8 inches a uniform planed-edged sec- 
tional area of at least ^ square inch, the width in no case to be 
less than the thickness of the piece. Bending test pieces to be 
12 inches long, and to have a width of not less than four times 
the thjckness, with edges filed smooth. 

JS/umber of Tests. For the purpose of identification the 
number of the melt or heat of steel shall be stamped on each 
plate produced therefrom. At least one full series of tests, 
both chemical and physical, as above specified, shall be made 
of each melt, and such additional tests may be made as, in the 
judgment of the inspector, seem essential for corroborative pur- 
poses under varying conditions or methods of treatment of the 
metal. 

Finish of Material. All plates must be free from lami- 
nations and surface defects, and shall be rolled truly to the 
specified thicknesses. 

Facilities for Testing. Complete facilities for the tests 
and inspections shall be provided by the contractor, as required. 

Inspector. Material will be inspected at the mill by 
(name of a trustworthy testing concern equipped to make both 
chemical and physical tests) or such other party as may be 
approved by the engineer. 

Additional Test Pieces. If required by the engineer, the 
contractor will provide four certified samples of each thickness 



SPECIFICATIONS FOR STEEL STAND PIPE. 243 

of plate used in the work, these samples to be 2 inches wide 
and 16 inches long. 

Workmanship, All workmanship must be first-class in 
every particular. 

Working Steel. The plates and angles shall be shaped to 
the proper curvature by cold rolling. No heating and hammering 
shall be allowed for straightening or curving, or for other 
purposes.* 

Punching, The work shall be carefully and accurately laid 
out in the shop, and the rivet holes punched with a centerpunch, 
sharp and in perfect order, from the surface to be in contact. 
The diameter of the punch shall not exceed that of the rivet by 
more than 1-16 inch, and the diameter of the die shall in no case 
exceed that of the punch by more than 1-16 inch. Rivet holes 
in plates having a thickness of % inch, and over shall either be 
drilled or if punched, shall be reamed not less than ^ inch larger 
than the die sides of the holes, and sharp edges shall be trimmed. 

Beveling^ etc. All calking edges shall be planed to a 
proper bevel. All parts must be adjusted to a perfect fit, and 
properly marked before leaving the shop. 

Erection. In assembling the work, the rivet holes shall 
match so that hot rivets may be inserted without the use of a 
hammer. Drifting is prohibited. Eccentric holes, if any, 
must be reamed, and if required, larger-sized rivets shall be 
used in such holes. 

Rivets and Riveting. The best grade of soft charcoal iron 
rivets to be had in the market shall be used. Sufficient stock 
must be provided in the rivets to completely fill the holes and 
make a full head. The rivets shall be driven at such a heat as 
will admit of their being finished in good form with a button set 
before the rivet has cooled to a critical point. As often as may 
be deemed advisable for the purpose of testing the work, rivets 
shall be cut out at the direction of the inspector. The quality 
of the rivet metal and of the workmanship shall be such that the 
fracture of the rivet so removed at random shall show a good, 
tough, fibrous structure without any crystalline appearance, and 
there shall be no evidence of brittleness. Loose rivets must be 
promptly replaced, no rivet calking being permitted. 

Calking. All seams must be calked thoroughly tight with 
a round-nosed calking tool by workmen of a'cceptable skill. 
Great care must be taken not to injure the under plate. 

Rejections. Defective material and workmanship may be 
rejected at any stage of the work, and must be properly replaced 
by the contractor as directed. 

♦If lap riveting is used, omit the expression "or for other purposes," and insert the 
following sentence: "No scarfing shall be done at a temperature below that of igni- 
tion of a hard -wood hammer handle, and no work shall be done upon the steel between 
•uch temperature and that of boiling water." 



244 ENGINEERING SPECIFICATIONS. 

Pinat Tests, After completion the work shall be tested 
by filling the stand-pipe with water, and the leaks, if any, 
shall be promptly and thoroughly calked. The stand-pipe 
must be water-tight before acceptance. 

Superintendence, All inspections shall be made under 
the direction of the engineer who shall have general supervi- 
sion of the work. W. D. P. 



MISCELLANEOUS SPEOIPIOATIONS. 
158. Specifications for Pile and Trestle Bridging. 

The following specifications for pile foundations and timber 
trestles are those used by the Union Pacific Railway Co. These 
specifications may, however, serve as a standard for all kinds 
of pile foundations, and for the selection of large timbers for 
engineering structures. The formula for obtaining the safe 
bearing resistance of pile foundations is that generally known 
as the ^'Engineering News formula.'* 

All piles to be made from straight, sound, live timber, free 
from cracks, shakes and rotten knots, cut from the following 
kinds of timber: White Oak, Burr Oak, Red or Yellow 
Oregon Fir. They must be so straight that a straight line 
taken in any direction from the center of each end of the pile, 
and run the length of it, shall show that the pile is at no point 
over one-eighth of its diameter at such point out of a straight 
line. They must show an even, gradual taper from end to 
end. Ends must be cut square, all bark taken off, branches 
and knots trimmed off smooth, finishing the pile in a workman- 
like manner. They must not be less than fourteen (14) inches 
in diameter at the narrowest point of measurement of butt or 
large end, nor less than ten (10) inches in diameter at narrow- 
est point of measurement of point or small end, and at no part 
more than seventeen (17) inches in diameter. 

All piles must be properly sharpened before driving. They 
must be driven until they will carry a safe working load of 
pounds, computed by the following formula: 

In which L=Safe load in pounds. 

w=Weight of hammer in pouncUr 
h=Fall of hammer in feet. 
8=Last penetration in inches- 



SPECIFICATIONS FOE TIMBER STEUCTURES, 245 

They will be estimated and paid for by the lineal foot. i. 
As delivered at the site of the structure, according to bills 
furnished by the engineer. 2. For driving, straightening and 
cutting off ready for the caps, and only the length actually left 
standing in the structure to be paid for. 

All timbers must be of the exact dimensions given and 
figured on the plans, to be cut from sound, live timber, free 
from loose or rotten knots, worm holes, wind shakes or splits ; 
reasonably well seasoned, straight grained, square edged, and 
free from any and every defect calculated to impair its strength 
and durability. It will be estimated and paid for in the work by 
the thousand feet, board measure. The following kinds of 
timber will be accepted : 

All bridge ties will be White or Burr Oak, Oregon Red or 
Yellow Fir, Tamarack, or Yellow Pine. 

All track stringers and guard timbers will be Oregon Fir 
or Yellow Pine, of the long leaved, southern hard pine variety. 

All posts, caps, sills, bracing and end plank will be White 
or Burr Oak, Red or Yellow Oregon Fir, White or Yellow 
Pine, or Tamarack. 

All wrought iron must be of the best quality of refined 
iron, tough, ductile, and capable of standing a tensile strain of 
fifty thousand (50,000) pounds per square inch of sectional 
area. The manufacture of the bolts must be perfect in every 
respect, and have nuts and screws of the United States standard 
dimensions, length of thread to be not less than three inches. 

All washers and spacing blocks, etc., must be well manu- 
factured of good gray iron and to the exact dimensions shown 
on the drawing. The cost of placing all bolts, spikes, and 
washers in the structure will be included in the price paid for 
framing and erecting the timber. 

All bridge ties will be furnished and placed in the bridges 
by the contractor. 

The surface of the ties must be brought to a true plane under 
the rail, so that the rail will get a full bearing on every tie. 

All of the track stringers shall be brought to a true plane, 
so that ties will get an even bearing on all the stringers. 

Where any timber or pile trestle bridge is built on a curve, 
the blocking for elevating the outer rail, or other means for 
elevating it, will be as per drawings for the same, a copy of 
which will be furnished from the office of the chief engineer. 

The culverts will be put in place and finished ahead of the 
grading, so that it will not interfere with or detain the grading, 
in any way. 

Bridging shall begin when directed by the engineer, 
and progress at a rate sufficiently rapid to keep out of the way 
of the tracklayers. 



246 ENGINEEBING SPECIFICATIONS. 

When directed by the engineer drain pipes will be used 
instead of culverts ; they will be of cast iron or vitrified terra 
cotta ; this will be carefully bedded and jointed and of such size 
as may be directed by the engineer. 

All framing shall be accurately fitted ; no blocking or shim- 
ming will be allowed in making joints; the holes for the bolts 
shall be bored with an auger of the exact size of the bolts. The 
nuts on all bolts shall be screwed so the washers shall pinch 
hard upon the wood and bring all the parts of the stiucture 
close together. 

On completion pick up and remove all rubbish from the 
premises. 

All material will be inspected on the above specifications, 
at points of shipment or destination as agreed, and the owners 
required to remove all rejected material from the company's 
premises within thirty (30) days from the date of notice to do 
so. The company after that time will not be responsible for 
the return or safe keeping of the same. 

When from any cause bridge materials are unloaded from 
cars at material yards or end of track, it shall be reloaded by 
the contractor at his own expense. U. P. R*y. 

159. Specifications for the Steam Plant of a 
Small Electric Light Station. The following specifica- 
tion for the steam plant of a small electric light station includes 
specifications for the engine and its attachments, feed water 
heater, boiler feed-pumps, boilers, furnace, stack and pipe con- 
nections. While not especially elaborate, they have been pre- 
pared by a mechanical engineer of large experience in this 
field of practice. They are given here, however, not for the 
purpose of being copied, but simply as an illustration of such a 
specification. The reader will note that three kinds of engines 
have been provided for, and that large liberty is retained by the 
engineer in the selection of the engine from those submitted for 
competition in the bids. A particular feed water heater was 
here specified, because it was thought to be best suited for the 
kind of water which was to be used, the advantage of this 



SPECIFICATIONS FOR STEAM PLANT. 247 

heater being that it largely removes the scale from hard water 
before it enters the boiler: 

ENGINE. 

Type: There will be one engine, of the High Speed Auto- 
matic pattern ; cylinders lo^^ inches or 1 1 inches diameter ; 
capable of operating continuously at 600 feet piston speed per 
minute, without undue heating. 

Regulation: The automatic governor must permit a cut- 
off as late as ]^ ; and must be so adjusted, that the difference in 
speed, when running with 100 pounds initial pressure and no 
load, as compared with 75 pounds initial pressure and cut-off J^, 
shall not exceed a guaranteed amount to be stated by bidder ; 
with a correspondingly less variation inside of the limits named. 
The regulator must be so constructed, as to permit this guar- 
anteed regulation to be easily maintained, without racing. 

Fixtures and Pittings: Standard cast iron sub-base, and 
two heavy driving pulleys, of such diameter and face as may be 
required to suit dynamo pulleys ; a full set of foundation bolts, 
nuts, and plates ; template for foundation ; throttle and drain 
valves; cylinder lubricators, automatic oil cups, wrenches, indi- 
cator motion, etc. ; and two one-inch relief valves set at 1 10 
pounds pressure. 

Dimensions : State diameter and material of shaft and 
crank pin, and submit drawing or blue print indicating clearly 
size of cylinders, speed, diameter of pipe openings, space occu- 
pied, and dimensions of foundations. 

Corliss Engine: Bids will also be considered under the 
same conditions on a Corliss engine ; 1 1 inches diameter of 
cylinder, shaft 6 inches; flywheel and frame extra heavy; speed 
100. Regulation to be guaranteed. 

Direct Connected Engines: This type will also be con- 
sidered, together with suitable dynamo. High speed. Vertical 
or horizontal. Compound or single expansion. Full details 
must accompany proposals. 

Belting: Double thickness, even and pliable, equivalent 
in strength and adhesiveness to the Shultz Leather Belting. Of 
selected stock, stretched twice before being made into belts. 
No shoulders or flank leather to be used. Its tensile strength 
must not be less than 3200 lbs. per square inch of section, and 
must not be worked beyond 65 lbs. per inch of width. The 
belt will be thoroughly stretched again after making, and before 
shipment. 

FEED WATER HEATER. 

One No. 5 Hoppes exhaust steam feed water heater and 
purifier capable of heating 3,000 pounds of water per hour to 
the highest point attainable, without back pressure on the 



248 ENGINEERING SPECIFICATIONS. 

engine. To have steel shell, oil extractor and trap; crane for 
removing head ; automatic water regulator and openings for 
water and steam as required. 

BOILER FEED PUMPS. 

One Worthington Duplex pump, SK^S^'^S' water ends to 
have packed pist ons. Piston rods, water cylinder linings and 
water pistons to be of gun metal. Valves suitable for hot 
water ; complete with a full set of oil cups and wrenches. 

BOILERS. 

To be two in number as follows: 

Dii7iensions : Fifty-four inches diameter, eighteen feet 
long; thickness of shells, five sixteenths ; heads, seven six- 
teenths, to have half smoke-box extension, bolted on, sixteen 
inches in length. 

Material: Park Bros.* Open Hearth Homogenous flange 
steel of 60,000 pounds tensile strength. All plates to be stamped 
with name of maker, quality and tensile sti*ength. 

Construction: The heads are to be machine flanged, to 
have an easy radius; and amply braced, with braces of best 
refined iron, uniformly distributed, so that each brace will cany 
its full share of strain. Before beginning construction a plan of 
the bracing proposed must be submitted to the engineer for 
approval. 

Tubes: Thirty-eight — 4 inches in diameter, 18 feet long, 
of lap welded, charcoal iron; carefully and properly expanded 
and beaded over. 

Dome: Thirty inches diameter, thirty inches high. To 
be of same material as shell ; well braced and double riveted. 

Seams: There will be one longitudinal, double riveted 
seam, in each sheet, well removed from the fire. Other riveting 
single. The make, size and spacing of rivets shall be in 
accordance with the best modern engineering practice. 

Supports: There will be two extra heavy cast iron lugs < 

for each side ; each 4}^ feet from end of the boiler. The for- \. 

ward lugs to rest directly on cast iron plates 12 inches square, |_ 

supported by the masonry. The rear lugs will rest upon 9 one- 
inch rollers, which in turn will rest upon 12x12 plates. 

Stack: Of sheet steel, No. 12 gauge in thickness, diame- 
ter 32 inches, height 50 feet. Lower end Y shaped to fit stack 
plates. Furnish sufficient ^ inch galvanized iron guy wire to 
make two complete sets of guys. Support stack underneath Y 
to brick work or floor. 

Fittings: One 5-inch chime whistle; one soot sucker, 
complete, with hose and handle; one flue scraper; one steel 
barrow ; complete set of firing tools, consisting of shovel hoe, 
slice-bar, and poker ; 2 eight-inch steam gauges ; 2 one and one- 



SPECIFICATIONS FOB STEAM PLANT. 249 

quarter inch combination water columns, with gauge cocks, and 
water glasses ; two 4-inch safety valves, with levers marked to 
150 pounds pressure; 2-inch check, stop and blow-off valves. 

Castings: Two square top, full flush fronts of approved 
ornamental design, with tight fitting doors, and anchor rods 
extending the entire length of brick work ; six 9-foot binding bars 
with cross and archor rods; soot door and frame; stack plate 
and damper. Cast iron skeleton frames suitable for standard 
sizes of fire brick, to be used in place of back plates. Rocking 
grates will be furnished and erected by the city. 

Openings. The man hole in front head under tubes, and 
one in shell back of dome, both properly reinforced, and pro- 
vided with heads, arches and bolts complete; two i]4, inch 
openings for water column ; one 2-inch for feed and blow off 
pipe ; one 4-inch main steam outlet, and one 4-inch for safety 
valve ; all to be properly reinforced and located as directed by 
the engineer. 

Inspection and Insurance. Before shipment the boilers 
will be tested and made tight under a water pressure of 150 
pounds. Certificate of inspection and insurance policy in the 
Hartford Steam Boiler Inspection and Insurance Company, for 
the sum of $500, for one year must be furnished, for each 
boiler. 

FOUNDATIONS AND BRICK WORK. 

(See Drawing.) 

The dimensions of foundations for engine, boilers, heaters, 
pumps, and brick work for furnaces, will be clearly shown in 
drawings, which must be accurately followed. 

Foundations : All are to be of concrete composed of one 
part best domestic cement, three parts of clean, sharp sand, and 
five parts clean, broken stone of sizes that will pass through a 
2^ inch ring; all to be thoroughly mixed, laid quickly, and 
rammed down solid. 

Excavations: As per drawing. Remove promptly all 
earth and other debris. Bottom to be level, and rammed if 
necessary. 

Iron Work: All bolts and plates for engines and dynamos 
must be put thoroughly and permanently mto position by the 
contractor. Outside of each bolt place a piece of 2-inch iron 
pipe, so as to permit some adjustment of the bolts. 

Cap Stones: Foundations for heater, and boiler feed 
pumps will project somewhat above floor line. Each of these 
will be surmounted by a neatly cut cap stone, 8 inches thick 
and of proper dimensions. 

Boiler Furnaces: To be of well burned red brick, thor- 
oughly wetted before laying ; all joints flushed solid ; all courses 



250 ENGINEEKING SPECIFICATIONS. 

level and straight. Ever}^ sixth course both inside and outside 
to be a header. Brick to be laid in mortar composed of one 
part lime to five parts of sharp sand. Build into side and rear 
walls a i-inch air space, which shall be air tight ; except imme- 
diately under the supporting lugs of boilers, where the walls 
shall be carried up solid. 

Fire Brick Lining: The entire inside of the furnace 
where exposed to flame, will be lined with A No. i hard burned 
fire brick, laid in dry milled fire clay, with very thin joints, 
flushed full; headers every sixth course. Use the following 
special fire brick "Angle B," to form the top and front corner 
of same, use the "4^ to give the batter on front of bridge wall : 
at top and bottom, Jamb," also for the inner corners of clean- 
ing out doors openings. Front of bridge all headers. 

Closing In Tile: For the sides of furnace, use fire brick 
tile 6x12x2 j£ ; and for the rear above tubes lay ordinary fire 
brick special skeleton arch frame. 

Iron Work: Place in position all cleaning out doors, cast 
iron plates and anchor rods. 

PIPE CONNECTIONS. 

To be as per drawing, which will be furnished. 

Steam: Four inches from boiler to 6-inch header leading 
to engine room, where it will reduce to size required by engine, 
thence to engine proper size, through a Hine separator suitably 
drained. Leave Tee having plugged outlets for additional 
engine and water works pump. 

Exhaust: Four inches from engine to main line ; thence 
6 inches through heater to 5 feet above roof. Leave plugged 
inlet Tee for additional engine and pump. 

Drains: Both the steam and exhaust pipes are to have 
suitable drains of ample size wherever there is any possibility 
of water accumulating. Run these drains outside of building. 

Small Piping: Feed, blow-off and steam and exhaust 
pipes for boiler feed pumps to be as per details shown in draw- 
ing. 

Fittings: Of the best construction, with threads true and 
clean. Use in all cases what is known as "water" or "sweep** 
ells and fittings, having extra long radii for curves. 

Valves: Of the Jenkin Brothers, or asbestos disk pat- 
tern. Use gate and angle valves in preference to globe. When 
globe valves are used they must be so placed as not to form 
water pockets. 

Supports: All pipe work to be well supported in such a 
way as to bring no unusual strain on the pipe or fittings; either 
from their weight, or from expansion or contraction. 

Covering : All live steam pipes, domes and top of boilers 
to be covered with a high grade non-conducting material, such 
as magnesia ectional. 



SPECIFICATIONS FOB LEATHER BELTING. 251 

In General: The arrangement of the pipe work must be 
such as to provide for all differential strains arising from expan- 
sion and contraction. The work to be of the best and most 
thorough possible. The steam pipe will be tested to 150 
pounds. W. H. B. 

160. Specifications for Leather Driving Belts. 
The following specifications for large leather belts were 
prepared for the large water power electiic plant at Austin, 
Texas, in 1894. It is thought they conform to the latest and best 
practice in the manufacture of leather belting. 

There are to be six main driving belts and seven belts to 
drive dynamos, of dimensions as hereinafter scheduled. 

These belts are to be of leather made from the best selected, 
large steer hides, of pure oak-bark tannage. The cuts are to 
be taken from the centre solid portions of the hides, and are 
not to include shoulders, flank or soft parts of the hides. Each 
piece is to be of fine, close fibres and all pieces are to be scarf- 
ed to a uniform thickness. No piece taken from one hide is to 
exceed a net length of fifty inches. 

The individual pieces of the leather are to be thoroughly 
stretched after currying and again machine tested and the utmost 
stretch, within elastic limits, given to the belts when they have 
been made up complete. 

The transverse lap joints are not to exceed four inches in 
longitudinal length, are to be scarfed in the best manner, thor- 
oughly cemented and are to be made fast and durable without 
the use of pegs or rivets. All belt edges are to be properly 
rounded. 

All belts are to be thoroughly water-proofed. 

The complete belts are to be soft, pliable, and finished with 
smooth polished surfaces. 

The belts of thirty-eight inch width are to be of double 
thickness. The outer face pieces are each to be in a single 
width, with centre conforming to the back-bone centre of the 
hide. The inner, or running face pieces of the thirty-eight 
inch belts are to be nineteen inches in net width and to have 
one and one-half inch scarfed and lapped longitudinal joints. 
One edge of each half-width will be cut along the back-bone 
centre of the hide and in the makeup of the belt, these inside 
half widths are to be placed with the back-bone edges at the 
outer edges of the belt. These seam sides of the thirty-eight 
inch belts are to be run next the pulleys. 

All the remaining belts are to be of double thickness in 
single width pieces, with centres of each piece conforming to 
the back-bone centres of the hide. The belts are to be finished 



252 



ENGINEERING SPECIFICATIONS. 



with uniform thicknesses respectively not less than as follows 
for each stated width : 

38 inches width of not 



it it 



it it 



H It 



less than 


40 

64 


inches thickness. 




24 
64 


n 


u 




26 
64 


tl 


It 




24 
64 


it 


tl 




24 
64 


tl 


tt 




22 
64 


tl 


II 



25 
24 
14 
13 

11 

The speeds of the belts will be at rates of about 5,000 
lineal feet per minute. 

All these belts are to be transported to the power house 
now being constructed by the Board of Public Works of Aus- 
tin, Texas, in Austin, and are to be placed upon the pulleys in 
the power house and spliced and cemented in place. 

The hides and manufacture, finish and fitting of the belts 
are to be first-class in every respect and the belts are to be 
guaranteed to run smoothly and straight upon the pulleys and 
to work successfully for the space of one year from the time of 
the starting up of the power house for regular work. 

If any defect tending to impair the usefulness or life of any 
belt supplied under this specification, shall develop within one 
year that belt shall at once be made good by the manufacturer 
or replaced by a belt conforming with this specification. 

Proposals for these belts, as fitted in place ready for the 
starting of the machines, are to be delivered to the Hon. John 
McDonald, Mayor, and President of the Board of Public Works, 
Austin, Texas, on or before the 8th day of December, 1894, 
and all belts are to be delivered and fitted in place ready for 
use within six weeks of the date of the order for their manufac- 
ture and delivery. 

The Board of Public Works reserves the right to reject any 
and all proposals as may be for the best interest of the City of 
Austin. 

Blue-prints showing relative positions of the pulleys and 
inclinations of the belts are submitted herewith. 



SPECIFICATIONS FOR WATER-POWER PUMPS. 253 



SCHEDULE OF BELTS. 







A 


>. 




0) 






C V 


<M V 




". 4) 






'" a 

V) — • 

CO a 


o — 


O V 


Tcebe 
Centr 
hafts. 




•So 

•- CO 

^1 


p 


S 
5 « 
.2 > 


Dista 
tween 
of S 


H. P. 


In. 


64ths. 


In. 


In. 


Feet. 



o c - 
Feet. 



«« 


Belt. 

It 
<< 
ti 
«i 

<< 


(( 




(< 




<( 




<< 


Dynamo 



























520 


38 


28 


54 


54 


43- 108 


520 


38 


28 


54 


S 


42-763 


201 


25 


24 


54 


44-970 
48-075 


201 


25 


24 


54 


26 


201 


25 


24 


54 


26 


45 -.379 


201 


25 


34 


54 


26 


48.687 


241 


24 


26 


.56 


3^ 


17.851 


134 


14 


34 


50 


28.5 


18.625 


134 


14 


24 


50 


26.5 


17. 688 


100 


13 


24 


55 


18 


»S-293 


100 


13 


24 


55 


18 


15-293 


80 


II 


21 


46 


18 


15. 211 


80 


II 


22 


46 


18 


19.912 



100.333 
99.663 
100.412 
106.622 
101.230 
107 846 

47-352 
47.222 

45-348 
39-708 
39. 70S 
38.800 
48.10a 



J. T. F. 

16 1 . Specifications for Pumps to be Operated by 

"Water Power. The following specification was prepared 

for the city of Austin, Texas, in 1892, for the construction of 

two pumps for a city water supply to be driven by water power 

machinery. 

Pumps. — There are to be two pairs of horizontal, double- 
acting, plunger pumps, having two pump cylinders to each 
pair. Each pair of pumps is to have capacity to deliver four 
million gallons of water per 24 hours. 

The dimensions of plunger will be approximately as 
follows: 15^ foot diameter, 2^ foot stroke, with 25 revo- 
lutions per minute ; the plunger speed not to exceed a mean 
rate of 137^ feet per minute when pumping water at the 
rate of four million gallons per twenty-four hours. 

These pumps are to be adapted for pumping to a reservoir 
and also for pumping directly into the city distribution pipes 
with direct pressure, the pump house being located between the 
reservoir and the city. The static head of the reservoir is 245 
feet and the dynamic head approximately 265 feet and the force 
main to the reservoir is 7,600 feet in length, of 24 inch pipe. 

These pumps are to receive motion from vertical turbine 
shafts having beveled gears which drive a jack shaft. On the 
jack shaft is to be a spur pinion, which will drive a spur 
mortise gear on the main pump shaft. On each end of the 
main shafts are to be balanced crank disks, which will drive 
the pumps. 



254 ENGINEERING SPECIFICATIONS. 

The receiving and delivery chambers are to be ample in 
dimensions, and are to have nests of valves of the best bronze 
composition of approximately 3 inches diameter, and sufficient 
in number so that the valves shall not lift more than ^ inches 
each when the rate of delivery of the pumps is at four million 
gallons per day. The pump chambers will be well provided 
with hand-holes that will give easy access to each of the valves. 

The w^ater supply for each pair of pumps is to be taken 
from a 30 inch branch in the horizontal penstock in the base- 
ment beneath the pump room floor. The necessary admission 
and discharge pipes, of ample size and easy curves, and a tall 
air vessel for each pair of pumps are to be provided. The 
force mains will be connected with the force mains leading to 
the reservoir, on the outside of the pump house wall, and not 
exceeding 10 feet distance from the face of the wall. 

The pump cylinders will be connected with the main and 
jack shaft pillow blocks by continuous, heavy cast-iron girders, 
adapted to carry the bearings and the strains of the connecting 
rods without tremble or elasticity. 

The main and jack shafts are to be of the best wrought 
iron forgings turned to the diameters indicated upon the draw- 
ings, and bossed up to receive the gears. The large gears, of 
both the spur and bevel pairs, will be mortise gears with their 
mortises planed, and having thoroughly seasoned, machine cut, 
smooth maple cogs, fitted and keyed in the most rigid manner. 
The cogs are to be thoroughly boiled in oil. 

Each spur pinion is to be machine moulded, with teeth 
planed on both sides to match and run with mortise gears. 
Both gears and pinions are to be bored to fit their respective 
shafts and to be keyed in place. The pinions are to be feather 
keyed on the jack shaft and fitted with approved screw motion 
to move them out or into gear and to hold them where placed. 

The jack shafts are to be not less than 6j^ inches, and the 
main shafts not less than nine inches diameter in the bearings. 

The two jack shafts are to have their axes precisely in line 
and are to have a connecting shaft fitted with couplings, bear- 
ings and distance plates as directed. 

All bearings are to be babbeted and bored out, of ample 
lenght to insure moderate wear and easy lubrication, and are to 
be fitted with oil cups. 

The cranks will be in balanced disk forms and fitted with 
mild steel pins. The connecting rods will be of the best 
wrought iron, and fitted with brasses, steel straps and adjusting 
keys and babbeted friction bearings. The cross heads will be 
of forged iron approved model with steel wrist pins. The 
guides will be rigidly bolted to the girders and adjustable to 
wear. The plunger rod and plunger stufl[ing box glands, the 
valves and all interior bolts and nuts will be of the best solid 



SPECIFICATIONS FOR A WELL AND CUEB. 255 

standard bronze metal. The plunger stuffing box will be 
packed with the best quality of "Seldon" or other approved 
packing. The crank disks, connecting rods, straps and cross- 
heads are to have polished surfaces. 

All bearings and wrist pin brasses are to be fitted with the 
best oil cups and with proper drip pockets, and drip pipes are 
'to be provided where required. 

There is to be furnished and connected with each pair of 
pumps one 8 inch w-ater pressure gauge, indicating the column 
of water in both feet head and pounds pressure. There will be 
a good approved revolution counter fitted to each pair of 
pumps as directed by the engineer. There will be a long 
Scotch tube water glass with proper cocks on each air vessel. 

The general plan of the power house shows the position of 
these pumps, the method of connecting their power, and the 
positions of their suction and delivery pipes. 

Full detail drawings of the pumps and their appendages 
are to be delivered to the consulting engineer and are to be 
subject, in all respects to his approval. J. T. F. 

162. Specification for a Pump Well. The following 
specification describes a good method of sinking a well from 20 
to 50 feet in diameter and to a depth not usually exceeding 50 
to 60 feet. Such wells are usually sunk through water-bearing 
strata, where an open cut would have to be supported by some 
kind of curbing and this curbing may as well be the masonry 
well curb itself. In this case it is necessary to rest this masonry 
upon a shoe which may be made either of wood or iron. In 
the former case an iron cutting edge should be provided. It is 
also best to reduce the external diameter of the masonry curb a 
short distance above the shoe in order to prevent the whole 
mass from sticking in the process of sinking by its becoming 
tightly bound by the surrounding earth. It is necessary to 
anchor the lower portion of the masonry curb to the shoe by 
means of iron bolts, as indicated in these specifications. 

Pump Well. — The pump well shall be constructed within 
lines to be given by the Engineer, and will consist of a brick 
curb, laid in cement mortar, on an oak shoe provided with an 
angle iron ring bolted to the under side of shoe flush with its 
outer periphery. 

Shoe. — The shoe shall be in three rings of unseasoned oak, 
three inches thick, made up in segments, the segments to be a 



256 ENGINEERING SPECIFICATIONS. 

true arc upon the outer periphery^ and bolted together with 
seven eigths (^O ^"^^ bolts and wrought iron washers to break 
joint as shown in drawing marked "Section and Details Pump 
Well," on file in the office of the Water Works Committee. 
The width of the shoe shall be twenty-two (22) inches, and 
when bolted up shall measure nine (9) inches in depth or 
thickness. The ring shall be of 4x4 inch angle iron five eighths ' 
(^^) inch thick weighing 16.2 pounds per foot, twenty-one 
(21) feet external diameter, with two fishplates eighteen (18) 
inches long at each joint, riveted on hot, with four (4) three 
quarter (^) rivets staggered, each side of joint; the heads of 
rivets to be countersunk and finished flush on outside of angle 
iron ring and shall be attached to the oak shoe with sixty (60) 
seven eighths {yi) bolts, placed about one (i) foot and one 
(i) inch, center to center, on a circle twenty (20) feet, seven 
and one half (7^) inches diameter. These bolts shall have 
forged square heads and nuts and wrought iron washers. The 
oak shoe shall have a diameter of t^venty-one (21) feet. 

Curb. — The curb shall be of select hard burned front or 
paving brick, straight, sound and solid, when broken. No 
over burned or salmon brick will be accepted, and the brick 
shall be laid on the oak shoe in courses; in full beds of cement 
mortar, consisting of one part Louisville [fresh burned] cement 
to 2 parts of clean sharp sand which shall be mixed only as fast 
as used by the masons. No cement mortar which has had an 
over dose of water or sand, or which has beaun to set in the 
mortar box shall be used, but all such must be thrown aside. 
The bricks shall be free from dust and wet with a sprinkling 
hose or can, or be dipped by the mason in clean water before 
being placed in the curb and all joints shall be slushed with 
mortar pressed in with the trowel, as rapidly as the courses of 
brick work are laid up. No grouting will be allowed.* 

The outer and inner faces of the curb shall be laid in true 
circles of the dimensions shown by the drawing above men- 
tioned, and shall have at the bottom (or on the shoe) an exter- 
nal diameter of twenty (20) feet ten (10) inches, and an 
internal diameter of seventeen (17) feet four (4) inches, tliese 
dimensions for a height of two (2) feet six (6) inches, when 
the internal diameter shall be contracted by a gradual racking 
inward of the courses to a height of four (4) feet above the 
shoe, where the internal diameter shall be sixteen (16) feet 
eight (8) inches. 

From a depth or height of four (4) feet above the shoe to 
the top of well the internal diameter shall be eighteen (iS) 
feet, and the external diameter shall be twenty (20) feet ten 
(10) inches from the shoe to the top of well, the thickness of 
wall at the bottom or on the shoe, and for two and one half 

* The author would prefer the grouting to the slushing with mortar, as better cal- 
culated to obtain perfectly solid joints. 



SPECIFICATIONS FOR A WELL AND CURB. 257 

(2j^) feet above, shall be twenty-one (21) inches, four (4) 
feet above the shoe the thickness shall be twenty-five (25) 
inches, and for the remainder of heighth or depth, the thickness 
shall be seventeen (17) inches. 

The bricks shall be laid stretchers and headers or with 
hoop iron bond, as may be directed by the engineer. The 
contractor to state in his proposal the difference in price (if 
any), should all bricks be laid as stretchers and the curb bonded 
from inside to outside with hoop iron. 

Should hoop iron bond be used this will be of charcoal iron. 
No. 16, B. G., one and one half (i 1-2) inches wide cut four 
(4) inches longer than thickness of wall, with each end turned 
at right angles for a length of two (2) inches, and shall be 
placed eighteen (18) inches apart around the wall, and shall 
occur at every fifth horrizontal joint. 

The curb of the well shall be truly cylindrical for all 
depths, and shall be carried down plumb. The outer surface 
of the brick work must be true to the arcs and smooth, to pre- 
vent sticking as the material is undermined from the shoe, and 
the inside joints shall be neatly struck as the courses of brick 
are laid. 

Anchor Bolts. The lower or first eight (8) feet of the 
curb shall be attached to the shoe by ten (10) anchor bolts, 
eight (8) feet long, of seven eighths (7-8) inch round iron, 
with square nuts and wrought iron washers at the bottom and 
square nuts and plate iron washers of one quarter (1-4) inch 
boiler iron eight (8) inches square at the top, the bolts shall be 
placed about six (6) feet apart, and built in as shown by the 
drawing herein mentioned, and after the course of brick next 
under the washers (at top) has been laid, the nuts shall be all 
screwed down on the washers, and the excess of thread on the 
bolts carefully cut off with a hack saw, to avoid disturbance of 
the brick work just set. 

Coping. The well shall be finished with a coping of sand 
stone ten (10) inches thick, twenty-one (21) inches wide, with 
an internal diameter of seventeen (17) feet eight (8) inches, to 
project two (2) inches inside and outside brick work at top of 
curb. The inner and outer edges of coping on top shall have a 
chiseled wash one and one half (i^^) inches "in*' on the bed 
and one (i) inch "down" on the face. The coping shall be 
made up in ten (10) segments of uniform length of arc, and 
shall be dressed to lay with less than one quarter (3^) inch 
joint. The joints shall be filled with mortar worked in with the 
trowel and the several segments shall be cramped together with 
iron cramps of best "J^x2^ f. b. iron with legs 2^ inches 
long, and width of cramps between legs fifteen (15) inches. 
These cramps shall be "let" into the beds of stones at the mid- 
width, flush with the surface of coping, and the leg pockets 



258 ENGINEERING SPECIFICATIONS. 

shall be cut slightly dovetail with a flare downwards, and after 
the cramps are set shall be run with hot lead caulked in place. 
The lower bed shall be chisel dressed to make a joint on a full 
bed of mortar with the last course of brick, and the faces and 
upper beds shall be finely chiseled to a smooth even surface. 

Excavation, The well will be constructed by the under- 
mining method, a circular hole, twenty-one (21) feet diameter 
will be sunk in the clay eight (8) or ten (10) or more feet, 
depending upon the capacity of the material to stand vertical, 
and at the option of the contractor and upon approval of the 
engineer. The shoe will then be placed in the hole and care- 
fully leveled, the anchor bolts being in place, the brick curb 
will be laid as herein provided until the brick work reaches a 
heigh th of three (3) feet above the level of ground, when fur- 
ther excavation will be had by removing the material within 
the curb and under the shoe and allowing the shoe to settle 
from the superimposed weight of the curb. The excavation 
under the shoe to be carried down uniformly all around to 
maintain a true level of the last course of brick on the curb. 
The level shall be taken for each course of brick laid, and 
when found "out" the curb shall be truly leveled by additional 
excavation under the higher side. J. W. H. 

163. Specification for Turbine Water Wheels. 

The following specifications for both horizontal and vertical 
turbine water wheels was used in the construction of the large 
water power system of Austin, Texas, of 1892. 

Horizontal Turbines, There are to be four pairs of hori- 
zontal turbines of 506 horse power each, under 54 feet head. 
Each pair of these turbines will discharge into one common 
draft tube. On the shaft of each pair of turbines there will be 
two pulleys, each to be adapted to transmit the full power of 
the pair of turbines, and on the same shaft there will be a heavy 
balance wheel. The pulleys are to be for belt or rope driving 
as directed. The turbine shafts are to have ample bearing 
surfaces, and each exterior bearing is to be fitted with oil cups 
and proper drip pockets. 

Each turbine case is to have a man-hole of 10x15 inches 
clear opening. Each of the turbine quarter-turns is to be of 
cast-iron and is to be fitted with a good stuflSing box and is to 
be flanged, fitted and bolted to its 5}^ feet diameter stop valve. 
The draft tube is to be flared at its mouth. A cast-iron plate 
is to be fitted on the floor of each tail race under each draft 
tube, which plate is to be 6)^ feet diameter and raised coni- 
cally in the center to a point. The floor plates are each to be 
secured with twelve ^ inch lag bolts. 



SPECIFICATIONS FOR TUEBINE WATER WHEELS. 259 

The turbine cases, quarter-turns and feeder pipes are to 
have proper lugs upon them to rest upon the iron beams and 
masonry, which are to be their supports. 

A strong and rigid frame of iron beams is to be furnished 
with each pair of turbines. Each frame is to be supplied with 
proper strong hold-down bolts and anchor plates. All anchor 
rods, plates, lugs and braces are to be supplied that may be 
necessary to secure the turbine cases, frames, draft tubes and 
feeder pipes securely in place, so they will be free from move- 
ments or vibration. 

Vertical Turbines. There are to be also two turbines 
with vertical shafts, each of 185 horse power under 54 feet 
head. These vertical turbines will have draft tubes similar to 
those above described for the horizontal turbines. The draft 
tubes are to be quarter inch plate iron with seams riveted so as 
to be air tight and with seams caulked in a workmanship man- 
ner. The shaft of each vertical turbine is to extend up to a 
level proper to receive the beveled pinion at the pump room 
floor. A pair of bevel wheels is to be furnished with each of 
the vertical turbines of ratios as directed, approximately 2 and 
75-100 to I. The larger bevel will be a mortise gear wheel 
with planed mortises and fitted with the best maple cogs which 
have been thoroughly seasoned and boiled in oil and substanti- 
ally keyed in place. The small bevel gear will be machine 
molded and have planed teeth. 

The vertical feeder pipe with each vertical turbine and its 
quarter-turn will be supplied with each wheel case. Within 
this vertical feeder pipe are to be a sufficient number of bearings 
to keep the shaft truly in line. These feeder pipes are to be 
made of quarter inch plate iron of good ductile stock, of not 
less than 40,000 pounds tensile resistance per square inch, and 
are to be well riveted with hot rivets and are to be calked water 
tight in a workmanlike manner. 

The quarter-turns will be flanged and fitted with bolts to 
connect them to the vertical and horizontal feeder penstock 
pipes or valves. Each vertical turbine is to have ample capacity 
when working under 54 feet head to start its pair of pumps 
when pumping at a rate of four million gallons in 24 hours 
against a pressure of 265 feet of water and to bring the speed 
of the pumps quickly and easily up to a rate of 25 revolutions 
per minute. 

The turbines will have bronze buckets, approved gates and 
gate gears, and composition stuffing box glands. Approved 
cast-iron, bright standard and hand wheels will be set on the 
main floors of the house, where directed, and connected with 
the gate gears. Approved, sensitive regulators will be con- 
nected with the horizontal turbines. Substantial pedestals will 
be provided for the bearings of the horizontal shafts. 



260 ENGINEEKING SPECIFICATIONS. 

The turbines are each to be guaranteed to give a duty of 
not less than 80 per cent, by dynamometrical test, in a testing 
flume, or by similar test when driving their pumps at a rate to 
deliver four million gallons of water per 24 hours into the 
resers'oir. * 

The turbine cases, turbine and draft tubes, also the vertical 
feeder pipes of the vertical wheels and all the quarter-turns, 
are to be set in place in the power house being constructed 
in Austin, Texas, by the Board of Public Works of the city, 
and their materials and workmanship, and their trimmings and 
anchorages are to be of the best of their respective classes, to 
the full approval of the Engineer, and are to be guaranteed and 
maintained in perfect condition for the term of one year after 
their test and acceptance. 

A general plan accompanying this specification shows the 
wheel pits, penstocks, feeder pipes and draft tubes, the floors 
of the power house and method of using the power. Full detail 
drawings of the turbines and their appendages are to be deliv- 
ered to the Consulting Engineer and are to be subject to his 
approval in all respects. J. T. F. 

164. Specification for the Installation of an 
Electric Lighting Station in a Small City. The fol- 
lowing specification for an electric lighting station were pre- 
pared in the year 1S94, for a small city which required an 
economical installation. They are given here, not for the pur- 
pose of being copied, but as an illustration of what was con- 
sidered good practice at the time they were drawn. The 
gentleman who prepared these specifications has had a large 
experience in Electric Light installation, having been at one 
time manager of an Electric Works, while at the same time 
being a mechanical engineer of thorough training and wide 
experience. The work was to be erected under his own 
supervision and inspection, so .that it was only necessary 
to make such a specification as would warrant him in demand- 
ing first-class materials and workmanship in the execution. 

STATION PLANT. 

Dynamo: The dynamo shall be of constant potential 
alternating incandescent type, and to have a nominal or rated 
capacity of thirty to thirty-five kilo-watts, at one thousand to 

♦The author recommends that a bonus and forfeiture condition should accompany 
each a duty clause as this. 



SPECIFICATIONS FOR ELECTRIC LIGHTING PLANT. 261 

one thousand and one hundred volt at station. State number 
of alterations per minute. Exciter to be belt driven from 
alternator shaft. By "nominal** or "rated" capacity is meant 
that load at which the dynamo will run continuously, without 
undue heating. Proposals will state the capacity, and the 
amount of overload the machine will safely stand for three 
hours run in hot weather. Bids are also desired on direct 
connected generators, with high speed engine of approved de- 
sign. Bids must give full details, and be accompanied by 
drawings. 

Attachfnents : Machine to have insulated base frame, 
belt tightener, self-oiling bearings, automatic regulator, and all 
necessary station and switch-board apparatus, including light- 
ning arresters. Submit a list of station equipment intended to 
be furnished. 

Regulators : Must automatically control the current over 
the entire range of the capacity of the machine, without undue 
heating, or sparking; so that the power required is at all times 
proportionate to the number of lamps burning. It must pro- 
vide a steady and uniform light, with variations in the engine 
speed not exceeding three per cent. The regulators must pro- 
tect the dynamos in case of short circuiting on the line. 

Erection: Contractors will deliver machine, and all sta- 
tion apparatus, and erect same in position, including substantial 
foundations of concrete. They will run wires in station 
between outlet where external construction begins, and switch- 
board, machines, arresters, exciter, grounds, etc. Wire to 
Okonite. Furnish and place switch-board, and erect all appa- 
ratus thereon. Furnish expert to erect, adjust, and run appa- 
ratus ten days, instructing the city's attendants in its care and 
operation. Contractor must keep informed as to the progress 
of the work, and arrange the time of his experts accordingly, 
and there will be no allowance for extra time or traveling 
expenses, not specially ordered. State charge per day for the 
time of expert longer than ten days. 

Acceptance: Before leaving, the expert must satisfacto- 
rily make the capacity test, and such other tests as the city may 
require to satisfy itself that the provisions of the contract have 
been fully carried cut. At the end of the ten days* run, the 
apparatus will be accepted, providing the requirements of the 
contract have been fully met. 

Switch Board: Furnish and erect a switch-board, com- 
plete, of good, hard, well seasoned wood, providing for one 
dynamo and two mains for commercial, ^nd for street lights as 
hereinafter provided. Arrange for easy access to rear of board. 
Submit list of apparatus to be placed on switchboard. 



262 ENGINEERING SPECIFICATIONS. 

Lightning Arresters: Include six double pole lightning 
arresters of approved form for use on the circuits throughout 
the city. • 

MISCELLANEOUS APPARATUS AND SUPPLIES. 

Converters: From one thousand to one hundred volts. 
Number and capacity to be as per the accompanying list. 
Each must be provided with fuse box and eye bolts, or wrought 
iron straps; with hooks on upper ends to hang directly from 
cross arm or cleats. The regulation must be within two and 
one half per cent, for the smallest size, and two per cent, for 
the largest, besides which, the leakage losses must not exceed 
five per cent, on the small, and one per cent, on the large, and 
the regulation and leakage must be uniform for all converters 
of the same size. Each converter must be ample to carry, in 
emergencies for three hours continuously, without dangerous 
overheating, twice its rated capacity, but, of course, with 
reduced efficiency. 

Shunt Coils: Fifty in number; one to be used with each 
street lamp, of which there are five groups, of ten each. The 
shunt coils to take care of the current in the event of a lamp 
burning out. Furnish two extra coils for reserve. 

Meters: Will read ampere or watts hours, and must be 
carefully adjusted and tested before shipment. See list 
appended. Furnish one extra meter of each of the three 
smallest sizes. 

Lamps: To be of approved make, and furnished with 
such base as may be selected later. Efficiency fifty-five watts 
per sixteen candle power lamp. Furnish, now, i,oo6 sixteen 
candle power, and lOO thirty-two candle power. All for one 
hundred volt current. 

Sockets: One thousand of first-class construction, with 
porcelain base to fit such lamp as may be selected later. 

Delivery and Erection: The converters, meters, lamps 
and sockets shown on accompanying lists and maps, are to be 
erected in position. The rest of the quantities above named 
are to be delivered to the city for future use. 

JFuture Orders: The quantities hereinbefore mentioned 
are to be included in original proposal price, but a price must 
also be named at which additional orders may be placed within 
one year from signing contract. 

EXTERNAL CONSTRUCTION. 

Pole Line. — Furnish and erect in position all poles and 
cross-arms for the complete distribution system shown on blue 
print. All poles to be live peeled white cedar, 30 feet long, 6 
inches diameter at top, housed and gained for two cross-arms. 
Set 4J^ feet in ground and tamp well. Poles must be straight 
and sound. Any poles crooking more than one inch in five 



SPECIFICATIONS FOR ELECTEIC LIGHTING PLANT. 263 

feet or having more than ten per cent, rot in butt, will be 
rejected. Location of poles will vary between loo and 150 
feet apart, averaging probably 125. All locations to be 
approved by city. Furnish 12 extra poles for future use. Fur- 
nish all material and do all work, connected with the primary 
system, starting from station outlet, and including secondaries 
to house inlets. Corner pins to be i^ inch extra quality 
locust, except in cases of unusually severe strain, where they 
must be of iron ; all others i Y^ inch painted oak ; all wires to 
be carried on insulators of the deep groove double petticoat 
pattern. 

Wire. — To have triple braided weather-proof insulation of 
superior finish and smoothness, tough and not easily abraded, 
and which will not disintegrate or deteriorate by exposure to 
the elements, and equal in all respects to "K K. " The wires 
will be of sizes as shown on blue print. The drop from con- 
verter to house inlet when all lamps shown on map are burning 
at once must not exceed one per cent. 

Street Lights. — Will be 47 of 32 candle power each, run 
in groups of 10-100 volt lamps, with shunt coils, each group in 
series. Location of street lamps and wires as per accompanying 
blue print. All wire No. 10 B. & S. Furnish and erect on 
switchboard at station, switches controlling all street lights. 
There will be two groups of 10 street lights each. The other 
three groups will each have 9 lights on street, and one in 
station. 

Hanging Lamps. — Contractor is to furnish all fixtures, 
material and labor; to hang in position the 47 incandescent 
street lamps shown on map, as high above grade line as possi- 
ble ; with cutters suspension street hoods, with cross-arms, 
insulators, nozzles, and petite pulleys and }^ inch galvanized 
iron flexible lamp cord, with hemp core ; also galvanized steel 
wire strand }^ inch diameter, for suspending lamps in the cen- 
tre of streets, by the cross suspension method. Use eye bolts 
with washers for suspension wires, projecting sufficiently to 
permit slack being taken up by tightening nut. Iron break 
arms are to be used where lines leave poles, or wherever a loop 
is made. 

Returns from Street Circuits. — Shown in broken lines 
on blue print may be cut into commercial circuits, instead of 
returning to station independently. 

Incandescent Distribution. — Will be shown on accompa- 
nying blue print. 

In General. — All joints are to be well soldered and 
taped. No wire must be lower than 20 feet above grade line. 
All streets, alleys, and other public places where work is done, 
must be left in as good condition as before starting. Use 
special iron brackets wherever necessary, always placing some 

18 



264 ENGINEERING SPECIFICATIONS* 

soft moisture proof material between the iron screw and the 
insulator. Erect on incandescent mains where directed, the 
six lightning arresters. 

SECONDARY INDOOR WIRING. 

Capacity. — All secondary wiring must be sufficiently large 
to carry at one time 25 per cent, more lamps than the number 
shown on the accompanying map, without undue heating, and 
at 100 volts. The drop from house inlet to the most distant 
lamp with the above maximum load must not exceed 2^ per 
cent. 

Erection. — All inlets to be in front of houses, except 
where some other place may be designated, as more conven- 
ient. Converters, meters, sockets, and lamps are to be furnished 
by this contractor, placed by him and connected permanently 
in position, complete. All other necessary material, such as 
fuse boxes, switches, cut-outs, etc., to be furnished and erected 
by this contractor. 

Plans. — Name a lump sum for the complete installation of 
the lamps located on the blue print in accordance with these 
specifications. State also: 

I St. Price per lamp at which this schedule may be added 
to or deducted from. 

2d. Price per lamp which will be charged additional for 
concealed work. 

Character of Work. — Except where otherwise arranged, 
all interior wiring will be open cleat work, using white double 
braided painted fire-proof wire. The details of all indoor wir- 
ing will be in accordance with the rules of the St. Louis Board of 
Fire Underwriters. The city will have the work inspected from 
time to time at its own expense, and any work which may be 
found, at any time previous to the acceptance of the plants not 
in accordance with those rules, must be put into satisfactory 
shape by this contractor at once. Drops to be No. 16 cotton 
flexible cable, with adjusting ball and fibre socket bushing. 

Special Work. — The city grants the contractor the right 
to sell shades, fixtures, etc., and to do concealed and fixture 
wiring, for which extra work the customers will pay him 
direct, such work to be done under the supervision of the engi- 
neer, and to his satisfaction. W. H. B. 

165. Speciflcations for Electrical Distribution 
Circuits for Light and Power. The following is the 
descriptive portion of a set of specifications for electrical dis- 
tribution for light and power prepared for the city of Austin, 
Texas, in 1S94. They are thought to be a good example of 



SPECIFICATIONS FOR ELECTRICAL DISTRIBUTION. 265 

such specifications and are here inserted exactly as used in the 
letting of the contract. 

Power Station: The power station is located at the new 
dam in the Colorado river and is about three miles northerly of 
the corner of Congress avenue and Pecan streets in said city of 
Austin. There will be in the power station one i8o kilo-watt 
tri-phase generator adapted to generate alternating currents of 
2,700 volts potential, two 100 kilo- watt generators adapted to 
generate direct currents of 550 volts potential, four alter- 
nators of 3,000 light capacity, and two alternators of 1,500 light 
capacity adapted to generate alternating currents of 2,200 volts 
potential and two arc machines each of capacity to supply cur- 
rents for 100 arc lamps of 450 watts each. 

The wires for power currents will be led out of the station 
for grouping on one set of poles and the wires for lighting cur- 
rents for grouping on another set of poles. The currents of the 
three power generators will be transmitted by three-wire com- 
plete circuits. 

All the wire circuits are to *be connected with the switch- 
board and station apparatus so as to give the most complete 
switching, testing and regulating facilities with the least drop of 
potential consistent therewith. The leading wires are to be 
strung from the switch-board to the cupola of the power house 
and out through the panels of the cupola and are to be insu- 
lated from the building and panels in the best manner. 

All the wires within the buildings will be covered with a 
firm water proof insulating material, such as shall be approved 
by the engineer, and to the safe insulation of currents with 
standard potentials of 2,500 volts. 

Pole Lines: The line poles will be of peeled, white northern 
cedar. The poles are to be straight, sound, smooth and free 
from large or loose knots that might weaken them. 

The dimensions of poles shall not be less than those stated 
in the following schedule and poles of each representative class 
are to be set at depths not less than those stated in the schedule, 
if set in earth, and six inches less if set in solid rock. 

Poles will not be less than the schedule thickness at one 
half foot below their tops, and will be made roofed at their tops 
and their roofs will be painted with the best quality of mineral 
paint. Their lowest cross arms shall be at least 18 feet and 3 
inches at center above the center of the street opposite the pole. 

On the main two-feeder lines, between the power house, 
and Congress avenue, the poles are to be spaced not exceeding 
100 feet between centers, and on the sub-feeder and distribution 
lines poles are to be spaced not exceeding 132 feet between cen- 
ters, and if lengths of blocks are such that three poles per block 



266 



ENGINEEEING SPECIFICATIONS. 



exceed this limit, four poles per block are to be used. Poles 
will be placed in the curb line or in a line parallel with the curb 
line if on streets and, if in the alleys, as directed by the engi- 
neer. 

Corner and terminal poles and all other poles subject to 
extra unbalanced strains shall be securely guyed with No. 6 gal- 
vanized steel wire. Guys shall be so placed and secured as not 
to be obstructions or nuisances. 

SCHEDULE OF MINIMUM DIMENSIONS OF POLES. 



Class. 



A. 
B. 
C. 
D. 
E. 
P. 
G. 



Number 


Minimum 


Depth 


Height of 


Dia. at 


of cross 


length of 


set in 


lowest 


top of 


arms. 


poles. 


earth. 


arms. 


poles. 


One. 


25 ft. in. 


4 ft. in. 


18 ft. 3 in. 


4>^ 


Two. 


25 ft. in. 


4 ft. 8 in. 


18 ft. 4 in. 


5 


Three. 


27 ft. in. 


4 ft. 6 in. 


18 ft. 5 in. 


5H 


Four. 


29 ft. 6 in. 


5 ft. in. 


18 ft. 9 in. 


6 


Five 


31 ft. 6 in. 


5 ft. 6 in. 


18 ft. 7 in. 


6K 


Six. 


33 ft. 6 in. 


5 ft. 9 in. 


18 ft. 8 in. 


7 


Seven. 


35 ft. in. 


6 ft. in. 


18 ft. 3 in. 


7K 



Gains shall be cut in the poles so that the cross arms will 
fit snugly and rest at right angles to the axis of the poles. 
Proper gains are to be made to receive lightning arresters, trans- 
formers and other apparatus to be attached to the poles. 

The contractor shall secure all necessary permissions for 
the trimming of private trees and shall do all trimming, and he 
shall secure the necessary permission for attaching any guy 
wires to private property. 

Cross Arms. — The six-pin cross arms will be four and 
one quarter by five and one fourth inches section, and other 
cross arms of three and one quarter by four and one quarter 
inch section, and all are to be of sound, clear and smooth 
seasoned white oak. The two-pin cross arms will be of clear, 
hard Michigan white pine. 

Each will be rounded on its top and each will be fastened 
with three and one half by seven inch lag screws with washers. 
The six-pin arms will be not less than five feet and ten inches 
long and four-pin cross arms not less than four feet Len inches 
long. All cross arms will have one good coat of the best "P. 
and B.'* paint compound for the purpose before being fastened 
to the poles. 

The vertical distances between centers of cross arms shall 
not be less than twenty inches. 

All four and six-pin cross arms will be stayed with one 
quarter by one and one half inch rolled iron japanned braces, 
not less than twenty-six inches long on the six-pin arms and 
twenty inches long on the shorter arms. 



SPECIFIOATIONS FOR ELECTRICAL DISTRIBUTION. 267 

Each pair of braces will be secured with two lag screws, 
two by five-sixteenth inches, and one lag screw three by five- 
sixteenth inches dimensions each, with washers complete. 

Pins, — All cross arms carrying No. i or larger wire will 
be furnished with the best quality of locust pins and for smaller 
wires with the best quality of white oak pins all with one and 
and one half inch diameter tenons. The interior pins shall be 
eight inches from centers of cross arms and other spacings of 
pins 12 inches between centers. 

The pins shall be covered with **P. & B." paint com- 
pound, shall fit closely in the cross arm mortises, and shall be 
secured with steel nails. 

Insulators. — Each pin shall have one of the best deep 
groove glass insulators of double petticoat pattern. 

Pole Steps. — Screw pole steps of five eighths by eight inch 
wrought iron, galvanized, shall be placed on each pole on 
which there is a lightning arrester, transformer or cut-out. 
The lowest step shall be at eight feet from the ground and 
other steps at eighteen inches between centers vertically, but 
alternately on the opposite side of the poles. 

Wire Circuits. — All of the circuits are to be of pure 
copper, of at least 95 per cent, conductivity, drawn true to 
gauge and of the best quality in every respect as electrical con- 
ductor wires. 

The diameters of the circuit wires as herein described are 
stated in the dimensions of the Brown & Sharp gauge. The 
wires in the power house will have the best water proof insula- 
tion. The wires in all alternating current feeders and circuits 
are to have the best weather proof insulation of standard 
double braided and compounded coverings. 

The arrangements of the power circuits on the poles from 
the power station to West Avenue are shown on an accompany- 
ing plan and the arrangements of the main alternating circuits 
and arc circuits are similarly shown on another plan. 

On the top of the two main pole lines above described 
there will be one guard or protection galvanized iron standard 
barbed double fence wire to be strung on pony insulators, and 
effectively grounded at distances not exceeding 500 feet. 

All joints in wires must have full and durable contact and 
be soldered in the best manner so that the joints shall hold and 
maintain a degree of conductivity at least equal to that of the 
wires connected. All joints so made shall be thoroughly 
washed in an acid neutralizing solution and well wrapped with 
insulating tape, and the finishing end of the tape shall be 
wrapped with copper wire. The insulation resistance of the 
joint is to be equal to the insulation resistance on other parts 
of the line. 



268 ENGINEEEING SPECIFICATIONS. 

The power, arc and alternating circuits within the city will 
be arranged, as nearly as possible, as shown on the accom- 
panying maps of the distribution system. 

The commercial and domestic lighting by alternating cur- 
rents will be divided into eight districts, as shown on the wiring 
map, and the wires will be proportioned for i6 candle power, 
alternating lamp transformers in each district as follows: 

District No. 1, 1500 Lamps and 1200 Lamp capacity of transformers. 

a ft 2, 3000 " " 2400 " " " " 

" " 3, 3000 " " 2400 " " '' " 

** " 4, 1500 " " 1200 " " " " 

" " 5, 1500 " *' 1200 " " " " 

" *' 6, 1500 " " 1200 " '< '< " 

" " 7, 1500 " " 1200 " " " " 

" " 8, 1500 " " 1200 " " ** " 

The power generators will have their currents wired from 
the power house into the city by the Boulevard and Pecan 
street, to Red River street, and a branch current wire will 
extend along the alley between Congress avenue and Colorado 
street from 3rd to loth streets. The transmission will be by 
three-wire circuits with complete returns, and the drop in 
potential in full power of the generators shall not exceed ten 
per cent. 

Towers. — Thirty iron "Star" lighting towers of the 
Detroit pattern, 150 feet each in height to top of mast, are to be 
located in various parts of the city as shown in the accompany- 
ing maps of lighting towers. These towers are to be of the 
most substantial construction, substantially guyed, and equip- 
ped with six 450 watt arc lamps each. 

Each of the two circuit systems of wires for lighting these^ 
tower arc lamps is to be of No. 6, weather proof, insulated 
copper wire, connected with the switch board in the power 
house. 

Potentials. — In the wires for commercial and domestic 
lighting by alternating currents, the loss by drop in potential 
in the mains between the power house and West avenue shall 
not exceed twelve and one half per cent., and in the sub-feeders 
and branches shall not exceed an additional five per cent. 

Transformers . — The schedule of transformers or convert- 
ers as herein contemplated is as follows : 

Twenty-one of 12 Lamp Capacity, 50 watts per lamp. 

Ninety-nine of 25 Lamp Capacity, 50 watts per lamp. 

Forty of 50 Lamp Capacity, 50 watts per lamp. 

Fifteen of ! . 70 Lamp Capacity, 50 watts per lamp. 

Fifteen of . . 90 Lamp Capacity, 50 watts per lamp. 

Eleven of 125 Lamp Capacity, 50 watts per lamp. 

Twelve of 250 Lamp Capacity, 50 watts per lamp. 

One of 500 Lamp Capacity, 50 watts per lamp. 

The said party of the first part hereby reserves the right to 
exchange converters by sizes, taking an equal capacity in smaller 



SPECIFICATIONS FOR ELECTRICAL DISTRIBUTION. 269 

converters as the interest of its patrons shall require. The con- 
verters, as located by the engineer, are to be fully connected in 
the wiring circuits ready for attaching the domestic and com- 
mercial wires. 

Grounds. — Effective grounds are to be prepared for each 
of the lightning arresters and for the ground connections of the 
guard wires. When no good ground connection is available 
one is to be prepared by placing two bushels of good coke or 
charcoal near the base of a pole and placing therein a copper 
plate, one eighth by four inches in section and three feet in 
length, and the ground wires are to be soldered thereto. 

Apparatus. — All the circuits will be fully equipped with 
the requisite installation apparatus required for the safe and 
easy operation of the lines and for their testing, inspection and 
maintenance, such as feeder boxes, primary switch and fuse 
boxes, cut-outs, transformers, etc., each marked with their safe 
ampere carrying capacity, and all lines will be fully equipped 
with lightning arresters. 

Each piece of this apparatus is to be located as directed, is 
to be of the best material and workmanship for the purpose and 
is to be set and secured in the best manner, and each is to be 
subject to the r'gid inspection and test, and to the approval and 
rejection of the engineer. 

Guarantees. — All apparatus, materials, and workmanship 
herein specified and contracted for are, by the said party of the 
second part, hereby guaranteed against all electrical and 
mechanical defects, and defective workmanship for the space of 
one year from and after their completion and acceptance. The 
party of the second part also hereby guarantees that any of the 
lighting towers herein contracted for, when provided with six 
direct current arc lamps of 450 watts capacity each (2,000 nom- 
inal candle power) will illuminate any portion of a circle 3,000 
feet in diameter, of which the tower is the center, sufficiently 
so that any ordinary watch may be read on the darkest night 
when the said towers are illuminated. J. T, F. 



PART IV. 

Illustrative Examples of Complete Con- 
tracts and Specifications- 

EXAMPLES OF COMPLETE ENGINEERING SPECIFICATIONS, SO 

FRAMED AS TO INCLUDE THE CONTRACT AND BOND, 

TOGETHER WITH ALL THE GENERAL CLAUSES, 

SO DRAWN AS TO BE DISTINCT AND 

SEPARATE FROM THE 

SPECIFICATIONS. 

166. Contract and Bond Combined in One Doc- 
ument with the Specifications. It is often customary 
for corporations doing a great deal of work by contract to have 
a standard form of combined contract, specification, and bond, 
in which the contracting and surety clauses remain the same, 
and in which a large proportion of the general clauses remain 
unchanged, while the specifications proper vary in accordance 
with the different classes of work to be done. Of such an ex- 
ample is that given in the following article, this being the 
standard form used by the city of St. Louis. It will be noted 
that in this contract, the contractor is represented as the party 
of the first part, and the city of St. Louis as the party of the 
second part. In Part II of this work, wherein the general 
clauses of specifications were discussed, the party of the first 
part was supposed to indicate the employer, and the party of 
the second part, the contractor. It is, of course, a matter of 
indifference as to which custom is followed, so long as the doc- 
ument clearly defines the meaning of these terms. 

270 



SPECIFICATIONS FOE PUMPING ENGINES. 271 

In all the examples given in this portion of the work, the 
subjects of the clauses will be indicated by marginal titles. 
This is the common practice in all specifications, but it has not 
been followed in the previous portions of the work, since the 
examples chosen were fragmentary in their character, and did 
not seem to require this kind of indexing. In actual practice, 
however, it is advisable to use these marginal titles for conven- 
ience of reference. So also should the clauses be all numbered, 
as is done in the examples which follow, these numbers also 
having been omitted in the previous portions of this work, 
tecause of their fragmentary character. 

167. Oontract and General Speciflcations for 
Large Pumping Engines. The following complete con- 
tract and specifications was used in 1894 by the Water Com- 
missioner of the city of St. Louis, in the letting of contracts for 
two large high service pumping engines. They are what is 
known as general specifications, since they do not indicate any 
particular style of engine, and since no plans were drawn for 
the work. It should be understood also that the city of St. 
Louis is obliged to let all public work by contract and always 
to accept the lowest bid or to reject all bids. It has hitherto 
T^een customary for this city to prepare detail plans for all pub- 
lic work because of this provision requiring them to accept the 
lowest bid. These specifications have therefore been drawn 
with the greatest care, and in such a way that the city may be 
able to accept the lowest bid without danger of obtaining an 
inferior product. The gentleman who prepared these specifi- 
cations is a thorough civil and mechanical engineer of about 
twenty years experience in the designing and operation of pump- 
ing engines, and therefore the requirements here embodied are 
likely to represent the latest and best practice. They are given 
here, however, not for the purpose of being copied, but for the 
purpose of illustrating the care and foresight required in the 
letting of contracts under general specifications, in order that 



272 COMPLETE SPECIFICATIONS. 

all the bidders may be placed on an even footing, and that even 
the lowest bid shall of necessity correspond to a first-class and 
in every way satisfactory result. In general, where it is obliga- 
tory to accept the lowest bid, it is advisable to have detail plans^ 
prepared. The privilege had been specially reserved, however, 
in the advertisement of this work, to reject all the bids, if none 
of them proved satisfactory, but the city is not allowed, under 
its charter, to reject a lower bid, and accept a higher. 

Referring to clause D in these specifications and to the last 
portion of that clause, the wording here is evidently too inclu- 
sive. That is to say, the Water Commissioner would not be 
allowed by law to * 'decide all questions which may arise rela- 
tive to the execution of this contract on the part of the contrac- 
tor,*' with the condition that "his estimates and decisions shall 
be final and conclusive." See articles 12 and 13, parti, and article 
109, part II, for a discussion of this question. 

168. Contract and Specifications for 

designing ^ furnishing and erecting at High Service 
Pumping Station No. j, St. Louis ^ Mo.^ Pumping 
Engines JVos. 7 and 8, with Fixtures and all Ap- 
purtenances Co7nplete. 

A Agreement made and entered into this 

day of , 18 — , by and between 

, part of the first 

part, and the City of St. Louis, party of the second 
part, ivitnesseth : 

Whereas, The Board of Public Improvements 
of the said City of St. Louis, under the provisions of 
Ordinance No. 17006, approved December 30, 1892, 
and by virtue of the authority vested in the said 
Board by the Charter and general ordinances of the 

city, did let out unto the said 

the work of designing, furnishing and erecting, at 
High Service Pumping Station No. 3, St. Louis, 
Mo., Pumping Engines Nos. 7 and 8. 



B iVbw, therefore, in consideration of the pay- 

ments and covenants hereinafter mentioned to be 
made and performed by said second party, the said 



SPECIFICATIONS FOB PUMPING ENGINES. 273 

hereby covenant and 



agree to furnish and erect in the pump pits at High 
Service Pumping Station No. 3, two pumping 
engines, each of a capacity of ten million U. S. 
gallons of water in twenty-four consecutive hours, 
with all fixtures and appurtenances complete, and in 
conformity to the requirements and conditions here- 
inafter specified. 

Wherever the words * 'Water Commissioner" 
are used herein, they shall be understood to refer to 
the Water Commissioner of the City of St. Louis, 
and to his properly authorized agents, limited by the 
particular duties entrusted to them. 

Wherever the word "Contractor" is used herein, 
it shall be understood to refer to the part who 
ha entered into the contract to perform the 
work to be done under this contract and these 
specifications, or the legal representative of such 
part 

To prevent all disputes and litigation, it is D 
agreed by and between the parties to this contract 
that the Water Commissioner shall, in all cases, 
determine the quantity and quality of the several 
kinds of material to be furnished and work to be 
done, the duty and capacity of the engines, and the 
amount to be paid under this contract ; and he shall 
decide all questions which may arise relative to the 
execution of this contract on the part of the Contrac- 
tor, and his estimates and decisions shall be final and 
conclusive.* 

The said part of the first part hereby agree E 
that all materials and workmanship, of whatever 
description, shall be subject to inspection and rejec- 
tion by the Water Commissioner, and that the entire 
work shall be done to his satisfaction. The said 
part of the first part further agree that the Water 
Commissioner may appoint such assistants as he 
may deem necessary to inspect the materials to be 
be furnished and the work to be done under this 
agreement, and see that the same strictly correspond 
with the specifications hereinafter set forth; and 
that said Water Commissioner shall at all times have 
the right to enter the works, shops, etc., where the 
machinery is being constructed, for the purpose of 
inspection and examination of the materials furnished 
and work being done, and shall be afforded such 
assistance as may be required to determine whether 
the quality of the materials and the character of the 

"* This last provision, that the Engineer shall decide "all questions" which mar 
arise, is not binding. See Art. 18, p. 19. 



274 



COMPLETE SPECIFICATIONS. 



Work to be 
done. 



Working de- 
tail plans. 



work are in accordance with the requirements and 
intentions of this contract. 

The part of the first part further agree that 
the materials used throughout the engines and ap- 
purtenances shall be of the qualities specified, and 
new and unused when put into the work, and that 
the engines and appurtenances shall be constructed 
and erected in the most workmanlike and substantial 
manner, and everything done and furnished neces- 
sary to complete and perfect the engines and appur- 
tenances according to the designs and intentions of 
this contract, whether particularly specified or not, 
but which may be inferred from the drawings and 
from this contract and the following specifications : 

SPECIFICATIONS. 

1. The work to be done consists in making 
the design, furnishing general and detail drawings, 
constructing and erecting complete in place ready 
for service at High Service Pumping Station No. 3, 
St. Louis, Mo., two vertical triple expansion con- 
densing pumping engines. Each engine shall pump 
ten millions U. S. gallons of water in twenty-four 
hours. 

GENERAL DATA. 

Water Pressure 125 pounds. 

Steam Pressure 125 pounds. 

Elevation Bottom Pump Pit (City Datum 100). 90 feet. 

Elevation Engine Room Floor 118 feet. 

Elevation Water in Wet Well (Approximate). 110 feet. 
Dimensions of Pump Pit 56x57 feet. 

PLANS. 

2. A complete set of accurate and distinct 
detail working tracings, made in accordance with 
the general plans submitted by the Contractor with 
his proposal and approved by the Board of Public 
Improvements, shall be furnished by the Contractor 
and submitted to the Water Commissioner within 
four months after the award of the contract. 

3. The tracings shall be of uniform size — 25 J^ 
X39 inches — and shall have a clear margin of at 
least 3/^ of an inch. 

4. The kind of material to be used in each 
and every part of the construction shall be clearly 
denoted in the tracings by different section lining or 
by distinct lettering. 

5. The tracings shall show complete sectional 
outline and plan views, giving all necessary dimen- 



SPECIFICATIONS FOE PUMPING ENGINES. 275 

sions and thickness of metal, radii of fillets and 
roundings in the various parts of the construction in 
plain and intelligible figures, and shall definitely 
state in printed letters, at all surfaces and details, 
the name of the parts and the kind of machine work 
and finish to be put upon them, thus enabling the 
machinery to be built and completed exclusively 
from blue prints taken from the tracings. 

6. There shall be separate tracings show^ing 
the valve motion, as put together in working con- 
dition. 

7. The tracings will be examined by the water '^^^^-^PP*^' 
commissioner, and if found in accord with this con- 
tract and specifications, will be approved ; any 

change found necessary shall be at once made by 
the contractor to the satisfaction of the Water Com- 
missioner. 

8. The contractor shall also, within two months GeneraiWork 

. _ ing Plans. 

after the award of the contract, furnish accurate and 
workmanlike general tracings, made in accordance 
with the drawings submitted by the contractor with 
his proposal, and filed in the office of the board of 
public improvements, and with the detail drawings 
approved by the Water Commissioner. 

9. These general tracings shall show the posi- 
tion of the engines in the pits, with all required 
foundation piers and bolts, and all floors, girders, 
platforms, stairs, galleries, railing, pipes, stop valves 
and all appliances complete, giving all general 
dimensions required in the erection of the mac^iinery. 

10. If, durinof the construction, it be found change oiDe 

' o J sign. 

expedient or necessary to change or modify the 
design of any of the details of the engines, working 
drawings showing the proposed changes shall be 
submitted to and approved by the Water Commis- 
sioner before any change is made. 

11. All drawings rendered in any way incor- 
rect through changes or modifications, must be com- 
pletely replaced by new tracings. 

12. Before the final payment for the engines, ^i^hed^^of^i- 
the contractor must furnish and deliver to the water ings. 
commissioner a book of complete general and detail 
drawings of all parts of the engines and appurte- 
nances, as built and erected. 

The detail drawings shall show all details enter- 
ing into the construction in sectional, outline and 
plan views, with all dimensions plainly written in 
neat and intelligible figures and names printed at 



276 COMPLETE SPECIFICATIONS. 

every detail, the kind of material used and the finish 
of the various parts and surfaces. 

The general drawings shall show the engines in 
position in the pump pits in at least four different 
views, viz. : Sectional side elevation, sectional end 
elevation, contour or outline end elevation and plan, 
and shall give necessary main dimensions, thickness 
and kind of metals, location of foundation bolts, and 
all important sizes of the machinery as erected. 

These general and detailed drawings shall be 
made on mounted double Elephant paper of a size of 
25/^^39 inches inside the margin lines, strongly 
and substantially bound in book form, with the name 
and date of the engines printed in gilt letters on the 
covers of the book. 

All drawings shall be accurately and neatly 
executed in ink in a workmanlike manner and to an 
appropriate scale. All sheets shall be uniformly 
lettered and consecutively numbered and provided 
with proper titles and headings. 

DESIGN. 

General Features, 



PIL 



13. The two engines shall be designed to be 
erected and operated independently in the south pit 
of the engine house, which will be built by the city 
of St. Louis, substantially as shown by the plans on 
file in the office of the water commissioner. 

Especial attention must be paid to the fact that 
the engines will be used for direct pressure service. 

14. ^ Engines shall have ample space around all 
their various parts for access and maintenance. 

Suction. 15. The height of the water in the wet well 

will depend upon height of water in conduit, which 
will be approximately constant. 

Steam. ^^ rj.^^ engines shall be designed for an 

initial steam pressure of 125 pounds per square inch 
and a water pressure of 125 pounds per square 
inch. 

Plunger. 1 7. The pumps shall be designed and con- 

structed to deliver the stipulated quantity of water 
at a plunger speed which will insure a smooth and 
effective action of the pump valves, and all working 
parts of the machinery, but in no case shall the 
diameter of any pump plunger exceed 40 per cent. 
of its stroke, or the plunger speed exceed 180 feet 
per minute. 



SPECIFICATIONS FOR PUMPING ENGINES. 



277 



1 8. The arrangement and construction of the Balanced, 
engines shall be such that they will give equal steam 

cards on the up and down strokes. 

19. The engines shall be designed and pro-Reiiabiiity,etc. 
portioned to have great working strength, stability 

and stiffness, and ample space around all parts for 
erection, repairs, lubrication, inspection and adjust- 
ment. 

20. The steam cylinders and the plungers of Vertical, 
the engines shall be vertical. 

21. The steam cylinders and the regulating height, 
mechanism of the cut-ofif and valve motion shall be 
placed entirely above an elevation of 120 feet above 
datum. 

22. The pump chambers and steam cylinders Frame, 
shall be rigidly connected and supported through 

the intervening frames and columns to make the 
whole construction of ample stability, strength and 
stiffness. 

23. Each engine shall have vertical, single Piung«»^. 
acting outside packed plungers, and no construction 

will be allowed requiring internal stuffing boxes, 
glands or water packings in the pumps. All stuffing 
boxes shall be readily accessible for inspection and 
tightening up, while the engine is running. 

24. The machinery shall be so constructed, ^^°^*^ ®* 
supported and arranged that the pump chambers or 

any important part or piece of the substructure can 
be easily removed to such position that it can be 
hoisted out of the pump pit without necessitating the 
frame and fixed parts of the superstructure of the 
machinery being taken apart, disturbed or removed. 

25. The two engines shall each be provided Condenser, 
with a surface condenser, of appropriate size and 
construction to maintain a steady vacuum, and 
designed to directly utilize the water discharged by 

the main pumps for condensation of the exhaust 
steam. 

26. The contractor shall furnish and put up A"^,'='1'"«"** 

n • 1 1 J • ^4.4.- J andAppur- 

all pipes, valves, oil cups, drip pans, nttings and tenances. 
fixtures required to make the construction complete 
inside the engine room and pump pit, and shall 
furnish flanges drilled for connection on end of 
pipes near wall. 

27. The various parts of the machinery shall Appearance, 
be of plain shapes and forms, adapted to their 



278 



COMPLETE SPECIFICATIONS. 



Frame. 



Anchor Bolts, 



Castings. 



specific purposes, insuring great strength and relia- 
bility with good mechanical effects. 

Frame and Fixed Parts, 

Expansion. 28. The frame and foundation of the engines 

shall be so designed that changes of temperature 
can not alter the distribution of the loads on, or affect 
the alignment of the members of, the frame, and, 
where necessary, expansion joints shall be used. 

29. The frame of the engine shall be designed 
to have great stiffness and weight, so that it shall 
withstand all working stresses with the minimum 
vibration. All bed plates or sole plates resting on 
masonry shall have ample bearing surfaces to safely 
distribute the working pressures. 

30. the machinery shall be substantially and 
securely anchored and held in place with a sufficient 
number of foundation bolts. 

31. All castings shall be designed to avoid 
sudden changes of section and of such forms as will 
cool uniformly without shrinkage strains. 

32. At all flanges of castings there shall be a 
reinforcement, or addition of metal, of at least 30 per 
cent, of the regular thickness, which shall extend in 
length or height at least twice the total thickness of 
the metal at the reinforcement. All flanges to be of 
not less thickness than the total metal at the rein- 
forcement. 

33. All castine^s must have good sized fillets at 
all corners; no small brackets will be allowed. 

34. If reheaters are used they shall be designed 
and constructed to be absolutely steam tight under 
all working conditions to which they will be sub- 
jected, and must have proper heating area and space 
and facilites for examination, repairs and renewals. 

Jackets. 25. If steam jackets are used they must be 

secured to the steam cylinder in such a manner as to 
allow free and easy expansion and contraction, with- 
out causing internal leakage of joints or derangement 
of any description to jackets or cylinders, or undue 
strains in any part; and must be arranged to insure 
proper circulation of steam and ready removal of the 
jacket water. 

36. All flat plates and surfaces acted upon by 
water pressure must be substantially proportioned 
and strengthened with a sufficient number of heavy 
ribs, to make them of ample stiffness and strength to 



Reheaters. 



SPECIFICATIONS FOE PUMPING ENGINES. 279 

safely carry the loads to which they will be subjected. 

37. All handholes and manholes shall be of 
ample size, well fitted, and so constructed as to be 
readily opened and closed. 

38. Priming and draining pipes and valves 
shall be provided for filling and emptying the pump 
chambers. 

39. The condensers must safely stand all work- Condenser, 
ing stresses to which they may be subjected, without 
leakage or weakness of any description. 

40. The condensers shall be constructed to Examinations 

' ... . . and Ivepairs. 

give ample facilities and space for the examination, 
insertion and withdrawal of tubes and packing of 
joints. The tubes must be provided with perfectly 
tight and easily removable packings, allowing for 
expansion and contraction, without injury or leakage. 

41. The condensers shall be so arranged that 
the amount of water passing through, or condensing 
surface, can be adjusted to suit varying temperatures. 

42. Arrangement must be made for proper 
distribution and circulation of the exhaust steam and 
condensing water on the cooling surfaces of the con- 
denser, without injurious impingement of the steam 
or condensing water. 

43. All glands and washers used in the con- 
densers shall be made of composition ; all bolts and 
nuts (except stay bolts) used inside the condensers 
shall be made of Tobin bronze. 

44. The condensers must be provided with all 
necessary auxiliary pipes, valves and tanks. 

45. The hot well shall be set at the highest Ho* Well. 
elevation in the pit which the design of the engines 

will permit. 

46. There shall be effectual means and appa- 
tus provided for the separation of grease and oil from 
the condensed water before it is fed to the boilers. 

47. The suction and dischargee pipes shall be ^"S*^°" *"^ 

, . ~'. , . f o r r Discharge 

thirty inches in diameter. Pipes. 

48. For each engine there shall be a single 
suction or inlet pipe, which shall be attached to the 
gate valve, furnished by the City of St. Louis, 
shown in the plans of the pump pits. 

49. The discharge pipe for each engine shall 
be carried up to an elevation of 113.6, and then hor- 
izontally through and to a distance of two feet from 
the outside of the pump pit wall, and shall be pro- 
vided with a drilled flange for connection to pump 

main. 

19 



280 COMPLETE SPECIFICATIONS. 

Air Chambers. ^q. Each engine shall be provided with air 

vessels of sufficient capacity to insure smooth, easy 
and equal action of the pumps. 
By.pass. ^i. Each engine shall be provided with a by- 

pass pipe, arranged to facilitate draining the pump 
mains and starting the engines. 

Relief Valves. C2. Each engine shall be provided with a 

pressure relief valve designed and arranged to by- 
pass the discharge of its pumps when the pressure 
on the pump mains exceeds 125 pounds per square 
inch. 

53. The pressure relief to be of sufficient 
capacity to by-pass total discharge of the engine. 

54. There shall be platforms or galleries of 
cast iron plates or wrought iron open work at con- 
venient locations upon the pump and steam ends, 
which will allow all of the operations necessary in 
running and maintaining the engines to be per- 
formed with the greatest safety and ease. 

55. The Contractor shall design, furnish and 
erect iron stairways, landings and galleries leading 
from the top gallery down to the bottom of the pump 
pit, with all intermediate galleries and supporting 
girders, beams, and composition railings required to 
make them complete and satisfactory in all respects. 
All of the above to be made of neat and harmonious 
proportions, and arranged to leave sufficient space 
for hoisting and removing the pump chambers and 
other parts of the machinery without disturbing any 
beams, bed-plates or other stationary parts, or neces- 
sitating the removal of stairways, landings or galleries 
to any great extent. 

Ligbt. 56. The galleries, stairs and platforms shall be 

arranged to secure as good diffusion of light down 
the pump pit as possible. 

57. The stairs to be made without risers. 
Tread plates and all gallery plates to be made of a 
suitable open-work pattern. 

All parts of stairs, galleries and platforms shall 
be accessible for inspection and painting. 

Mechanism and Wearing Parts. 

^^sulJL"'* 58- AH moving parts shall be of ample strength 
and of sufficient stiffness to prevent undue vibrations 
in operation, 
^face^^ ^"" 59. All journals and wearing surfaces shall be 

of sufficient size and of proper proportion to avoid 
excessive pressure and heating. 



SPECIFICATIONS FOE PUMPING ENGINES. 



281 



Coanter-bor- 
ing. 



Journals. 



Steam Eod 



Valves, 



60. When practicable, provision shall be made 
to prevent the wearing of shoulders on either station- 
ary or moving parts at their extreme travel. 

61. All stationary journals shall have suitable 
boxes, babbitt lined when necessary, and all journals 
above four inches in diameter shall have provisions 
for horizontal and vertical adjustment. 

62. All glands and guide rings of stuffing Bushings, 
boxes shall be provided with composition linings 
forced in and securely held in place, and the glands 

shall be cupped out to make proper receptacles for 
lubricants, leakage water, etc. 

63. The bodies of all valves, three inches in Vaives, etc 
diameter and smaller, shall be entirely of composi- 
tion, but the bodies of valves larger than three 
inches, may be of cast iron, with composition valve 

and valve seats. 

64. All valves, fittings, fixtures and appurte- 
nances used, shall be of an approved design. 

65. The valve motions and starting arrange- 
ments of the engines shall be such that each engine 
can be promptly and safely started and operated by 
one engineer. 

66. The steam distribution valves shall be of 
a known reliable type. They shall be well balanced 
and so designed as to work with the minimum fric- 
tion, to wear even and steam-tight, and to have 
proper facilities for refitting and adjustment. 

67. The steam valve mechanism shall be of Valve Motion 
ample strength and durability, and must be reliable 

in all its motions and entirely free from any danger 
of failure, derangement or rebounding. The engine Regulation, 
and valve mechanism to be provided with an auto- 
matic device to prevent racing in case of a broken 
pump main. 

68. The engines shall be fitted with a variable Cut-off. 
cut-off mechanism so arranged as to be easily and 
quickly adjusted while the engines are in operation. 

69. The running throttle valves of the engines Throttle, 
shall be of a well-balanced type and operate quickly 

and easily under full steam pressure. 

70. The steam pistons of the cylinders shall 
be provided with Babbitt and Harris piston packing, 
packing which, in the opinion of the Water Com- 
missioner, is equally efficient. 

71. Steam valves above six inches in diameter 
shall have steel stems provided with Phospho bronze 
nuts. 



Piston*. 



282 



COMPLETE SPECIFICATIONS. 



Valv« 



Connecting 
Pieces. 



Guides. 



Pump End ^2. The area of the suction and discharge 

valves shall be sufficient to insure proper filling and 
discharging of the pumps under all conditions, but 
in no case shall the total suction valve area, or the 
total discharge valve area of each engine be less than 
6 square feet. 

73. The valves shall be designed and con- 
structed to open and close promptly and quietly, 
shall be tight and of ample strength, and shall be 
especially designed for facility of repairs and re- 
newals. 

74. All valve stems of stop and gate water 
valves shall be made of Tobin bronze. 

75. All connecting, piston, plunger and dis" 
tance rods, and all movable parts must be of ample 
strength and stiffness to withstand all working 
stresses. 

76. The piston rods, plunger and plunger 
rods, and all reciprocation parts have properly 
designed guides and crossheads. The crossheads 
shall have shoes adjustable for wear. 

Boxes. ^^^. All journals and pins of connecting and 

valve rods, and of all reciprocating and oscillat- 
ing rods, shall have well proportioned strap or box 
ends having easily removable composition boxes, 
Babbitt lined where required, and provided with 
wedges, keys or bolts for adjustment of wear. Each 
link or connecting rod shall at the different ends, 
have provisions for compensation of wear in the 
same direction 

78. All strap or box ends shall be of a shape 
having great strength and stiffness, holding the com- 
position boxes securely, and giving a neat and work- 
manlike appearance. 

Locked Nuts. ^^^ ^11 nuts of pillow block caps bolts and 

follower bolts of pistons, all screw joints of moving 
parts and all keys shall be provided with a secure 
locking device. 

Fiy-wheci. ^q. If a fly-wheel is used, the shafts shall rest 

in pillow blocks very securely and rigidly supported 
at ample distances apart. 

Air Pumps. gi. The construction of the air pumps must be 

such that they will at all times perform their work 
promptly without noise or injurious shocks. 

82. The air pump and all accessory pumps 
required to run the engine, except the boiler feed 
pump, shall be driven from the main engine. 



SPECIFICATIONS FOR PUMPING ENGINES. 



283 



MATERIALS. 

83. All materials used throughout this con- 
struction must be of the special class and grade 
called for in the specifications and designated in 
drawings, and shall in each case fully stand the 
specified tests. 

84. All castings shall be free from blow holes, Castings, 
flaws, scabs and defects of any description, and shall 

be smooth, close grained, sound, tough, and of true 
forms and dimensions. 

85. All casting must be done in accordance 
with the best modern foundry practice to obtain 
castings of the very best quality. Castings above 
500 pounds in weight shall be moulded in dry sand 
or loam. Great care must be taken to make all 
castings as nearly as practicable of uniform thick- 
ness throughout. 

86. No plugging or other stopping of holes or 
defects of castings will be allowed. 

87. The cast iron used in the steam cylinders, Cast iron, 
the steam distribution valves, the barrels of air 
pumps and the water plungers shall be close, fine 
grained, hard and uniform in character and of good 
wearing qualities. The cast iron used in all other 

parts of this construction shall be of superior quality, 
tough and of even grain, and shall possess a tensile 
strength of not less than 23,000 poLinds per square 
inch. Test bars of the metal 2 inches by i inch, 
when broken transversely, 24 inches between sup- 
ports and loaded in the center, shall have a breaking 
load of not less than 2,200 pounds, and shall have a 
total deflection of not less than 0.35 of an inch 
before breaking. 

88. The test bars shall be cast as nearly as pos- '^"' ^*'^** 
sible to the above dimensions without finishing, but 
corrections will be made by the Water Commissioner 

for variations in thickness and width, and the cor- 
rected results must conform to the above require- 
ments. 

89. If any two test bars, cast the same day, 
show a tensile strength less than 22,000 pounds per 
square inch, or do not show the required cross 
breaking load or deflection, all the castings made 
from the melting from which the samples were taken 
may be rejected. 

90. All steel castings used in the construction 
shall be thoroughly annealed and possess a tensile 



Steel. 



284 



COMPLETE SPECIFICATIONS. 



Bolts. 



Strength of 65,cxdo to 75,000 pounds, and 15 per 
cent, elongation in two inches. 

91. All steel forgings used in this construction 
shall be equal to forgings manufactured by the Otis 
Steel Company, Cleveland, Ohio, and have a tensile 
strength of not less than 75,000 pounds per square 
inch of section, and show an elongation of 20 per 
cent, in eight diameters. 
Wrought Iron. q2. All of the wrought irou used shall be 
tough, fibrous and uniform in character, and speci- 
mens broken in the testing machine shall show a 
tensile strength of not less than 50,000 pounds per 
square inch, with an elongation of 18 per cent, in 
eight diameters. 

93. If any specimen of steel or wrought iron 
shall not conform to the above requirements, all 
material of the lot from which the specimen was 
taken, will be rejected. 

94. The Water Commissioner may take at ran- 
dom any wrought iron bolt and nut, and have it 
broken in a testing machine. If any two bolts shall 
not fill the above stipulated requirements for wrought 
iron, the whole lot of that size and make may be 
rejected ; the effective area used in computing the 
breaking strength, will be the area corresponding to 
the smallest diameter at the bottom of the threads, 
when cut in accordance with the U. S. standard. 

95. Rivets shall be made from the best refined 
iron, and must be capable of being bent cold until 
until the sides are in close contact without sign of 
fracture on the convex side. 

96. All rolled wrought iron shapes shall be 
free from twists, bends, seams, blisters, buckles, 
cinder spots or imperfect edges. All sheet and plate 
iron must be capable of being worked at a proper 
heat without injury. 

97. All rods shall be formed in one continuous 
rolled or forged piece without weld. 

98. All the composition metal used [excepting 
for Tobin bronze and hand railing] shall consist of 
the best quality, new material only, of mixtures 
specially adapted for the work in each case, and 
approved by the Water Commissioner. 

99. All Phosphor bronze used must be homo- 
geneous and uniform in character, and shall have a 
tensile strength of not less than 30,000 pounds per 
square inch, with an elongation of 15 per cent, in 
eight diameters. 



Rivets. 



Shapes. 



Rods. 



Composition. 



Phosphor 
Bronze. 



SPECIFICATIONS FOE PUMPING ENGINES. 285 

lOO. All Tobin bronze used must be homo- 'r°^*° ^'°°"- 
geneous and uniform in character, and specimens 
broken in a testing machine shall show a tensile 
strength of not less than 60,000 pounds per square 
inch, and an elongation of 20 per cent, in eight 
diameters. 

10:. Finished bolts and nuts of Tobin or 
Phosphor bronze may be tested in the same manner 
as specified for wrought iron, and if any two bolts 
shall not fulfill the requirements, the whole lot of 
that size and make will be rejected. 

102. Test specimens and samples of castings, Test Bar*, 
forgings, composition or any other material used in 

this construction, shall be prepared ready for testing 
and supplied in the number, shape, finish and sizes 
required by the water commissioner, and shall be 
prepared as may be directed at any time during the 
pouring or working of the materials. 

For all material taken by the water commis- 
sioner for testing, the following prices will be paid, 
which shall include the cost of preparing and finish- 
ing the test specimens, viz. : 

For all wrought iron or steel, the sum of ten 
cents per pound. 

For all composition, the sum of thirty cents per 
pound. 

For all cast iron, the sum of three cents per 
pound. 

All broken material to belong to the city of St. 
Louis. 

103. The Babbitt metal used throughout the Babbitt Metal, 
construction must be of the following approximate 
proportions by analysis: 88 per cent, pure tin, 

eight per cent, antimony, and four per cent. Lake 
Superior copper. 

104. All rubber for valves and gaskets must Rubber, 
be of a suitable quality, approved by the Water 
Commissioner before it is used. 

105. All other material used in the engines other mater- 
and not mentioned in these specifications will be '*'** 
subject to inspection, test and approval by the Water 
Commissioner before it is used. 

CONSTRUCTION. 

106. The workmanship and finish of the Workmanship, 
pumping engines throughout shall be equal to the 

best American practice, and in every respect satis- 
factory to the Water Commissioner. 



286 



COMPLETE SPECIFICATIONS. 



Machine 
Worked. 



Joints. 
Boring. 

Turning. 



Joints. 



Journals. 



Straps, etc. 



Scraping. 



107. All surfaces worked in machine tools 
must be true and smooth, and accurately conform to 
the drawings in shape, size and alignment. 

108. The bearing surfaces of all sole and bed 
plates and parts resting on masonry shall be planed. 

109. If fly-wheels are used, the parts shall be 
fitted and fastened together in the most careful and 
workmanlike manner and the outer circumferences 
and the sides of the rim shall be turned smooth and 
true. 

no. All joints of bed plate and frame to be 
planed or faced and carefully fitted. 

111. The steam cylinders shall be bored in a 
vertical position, perfectly, smooth and truly cylin- 
drical, with a boring bar of proper diameter. 

112. All circular flanges shall be faced on the 
outer circumference. 

113. All centers of lathe work must be made 
of ample size and carefully preserved. 

1 14. All corners in journals and elsewhere in 
turned work shall be rounded to proper radii. 

115. All steam joints shall be made in an 
approved manner, with a very thin gasket of Jenkins' 
Usidurian packing. 

116. All water joints to be made with rubber 
or paper gaskets, arranged with special care to pre- 
vent blowing out. 

117. All seats of steam and water gates must 
be scraped and ground tight. 

118. All journals to be turned straight, cylin- 
drical and smooth. Particular attention and care 
shall be paid to the proper fitting and scraping of 
all journal boxes, to make the same of an extraor- 
dinarily good bearing surface, and accurate fit to 
their housings or carrying members. 

119. Straps, gibs, keys, reamed bolts and 
boxes of all connecting rods must be fitted with the 
utmost care and accuracy, and finished in a thorough 
and workmanlike manner. 

120. The final fitting marks shall, for all 
parts, be preserved for examination and must in all 
cases be satisfactory to the Water Commissioner. 

121. All journal boxes, pins, keys and other 
details of the machinery shall be taken apart at any 
time during the process of fitting or erecting, when 
the Water Commissioner so directs, to allow a thor- 
ough examination of fit and workmanship. 



SPECIFICATIONS FOR PUMPING ENGINES. 287 

122. If gear wheels are used in the valve ^^"• 
motion of the engines, they shall be properly de- 
signed and accurately cut in gear cutting machines. 

iz-i. The treads of cams and other parts of the Cam Treads, 

^ , . . ^ . etc 

valve motion subject to intermittent or sudden motion 
and heavy wear shall be of tempered steel or case 
hardened iron. 

124. The tempering or hardening processes Tempering or 
must be so conducted that parts will retain their 

proper size and shapes and have the requisite hard- 
ness. 

125. All parts of the engines must be well Centering, 
secured and correctly centered with accurately fitted 

dowel pins, reamed bolts or male and female joints. 

126. All flanges must be cast solid, and all ^* 
bolt holes shall be drilled with perfectly sharpened 

and centered twist-drills to insure accurate round 
holes. 

127. All dowel pins must be of proper taper, ^^^^ ^'"^ 
and well fitted ; and where necessary, shall have 

proper facilities for removal. 

128. All holes intended to receive tapering Taper, 
parts shall be carefully reamed and ground and the 
tapering parts driven or forced into place. 

129. Nuts and bolts and all threads shall be of Threads, 
the U. S. standard, except where special threads are 
necessary. 

130. The threads and shanks of all bolts above 
54 inch in diameter shall be cut and turned in the 
lathe, and the ends of all bolts shall be finished to a 
neat conical or hemispherical point. 

131. The resting surface for nuts and heads of 
all bolts shall be faced to present a smooth, plane 
surface, square to the axis of the bolt. 

132. Case hardened, finished and polished nuts FinishedNut*. 
shall be used in all exposed work above the upper 

floor level, and also for all parts requiring frequent 
removal and adjusting. All other nuts and bolt- 
heads above the upper floor level, and nuts for all 
stuffing boxes, and at such other places as may be 
necessary, shall be finished. 

133. Finished Phosphor bronze nuts and 
rolled Tobin bronze studs and bolts to be used for 
all fastenings inside the pump chambers, and for all 
glands of stuffing boxes of the pump end. 

134. Cold pressed nuts shall be used for all ^'J^j^^^'^'*'*** 
stationary parts of the pump chambers, and in all 

cases where not otherwise specified. 



288 COMPLETE SPECIFICATIONS. 

Hexagonal. 1 35. All nuts and bolt heads shall be hexagonal 

in shape and must be faced on top and bottom. 

The sides shall fit their wrenches accurately. 
Key. 136. All key-ways and keys must be accurately 

fitted and properly driven or forced into place, and 

must be of appropriate size and taper. 

137. All riveted work shall be specially 

designed for its particular uses, and executed in a 

thorough and workmanlike manner. 
Calking. 138. All riveted joints subject to pressure shall 

be thoroughly and neatly calked with a round-nosed 

tool. 
Finishing. 1 39. All Connecting rods, links and valve rods 

shall be draw-file finished. 

140. All bright and specially finished work 
must be of the highest grade and entirely free from 
scratches, specks and flaws. 

141. All visible composition work shall have a 
bright finish. 

142. All exposed machine worked surfaces of 
all parts above the upper floor level and of all mov- 
ing parts, except fly-wheels, shall have a bright 
finish. 

Lagging. 1^2. The steam cylinders, steam chests, 

reheaters, steam and distribution pipe and other 
heated surfaces of the machinery, when necessary, 
shall be protected by neat mahogany or walnut lag- 
ging, securely fastened and held in place by brass 
bands and button-headed brass screws, or by bright 
finished false covers. 

Covering. 144* All Steam pipes and heated surfaces shall 

be protected with approved non-conductors to the 
depth of flanges. 

145. The material to be used in covering 
steam pipes, cylinders, reheaters and all protected 
parts, and the method of its application, shall be 
subject to approval by the Water Commissioner. 

146. No non-conductors, lagging or false 
covers shall be applied until the construction has 
been thoroughly tested by working steam pressure 
and all leakages and defects developed have been 
thoroughly remedied. 

ERECTION. 

to Shop. 147* The Contractor shall erect in the shop 

such parts of the steam and water ends of the engines 
as may be necessary, in order that the final erection 



SPECIFICATIONS FOB PUMPING ENGINES. 



289 



Wall Bozes^ 
etc 



can be carried on with despatch in a thorough and 
workmanlike manner. 

148. The Contractor, shall, at his own expense Transporting, 
and risk, transport all parts of the machinery to the 
pumping station, but will be allowed the use of the 

power traveling crane in the engine house for erect- 
ing. 

149. All foundations and piers required for Masonry, 
the support and anchorage of the engines, in addi- 
tion to that shown in the city's drawings, will be 

built by the city of St. Louis, to drawings furnished 
by the contractor. All foundation piers will be 
built of first-class coursed cut stone masonry and 
provided with granite capstones of appropriate sizes, 
and charged to the contractor at $20 per cubic yard. 

150. The contractor shall deliver at the pump- 
ing station all bolts, washers, wall boxes, girders, 
etc., intended to be inserted in the masonry, in ample 
time to prevent delay during the building of the 
foundation walls and piers. 

151. The contractor shall be responsible for 
the proper and exact location of all parts, when 
placed in accordance with his drawings and templets. 

152. The contractor shall do all work neces- 
sary to erect, fit and secure the engines in the pump 
pit upon the foundation piers as completed and built 
by the city of St. Louis. 

153. Every sole plate, girder, bed plate and 
casting resting on or secured to masonry, shall be 
provided with a rust joint of sufficient thickness, 
carefully driven and packed and consisting of ingre- 
dients satisfactory to the Water Commissioner. 

154. Great care shall be taken in the erection 
of the engines to place and secure the various sole 
and bed plates upon solid, plane and smooth bear- 
ings. All joints between stationary details must be 
made with the utmost accuracy and precision, insur- 
ing perfect and permanent alignment. None of the 
parts shall be unduly strained in lining up. 

155. The contractor shall so conduct his oper- Other Work, 
ations as not to interfere with the work of other 
contractors, and the disposal of his tools and mate- 
rials during storage and erection will be subject to 

the approval of the Water Commissioner. 

156. The party of the sec9nd part will furnish 
and set the gate valves of the suction pipes, but the 
contractor shall pump out all accumulated water in 



In Pit. 



Rust Joint. 



Bearings. 



Water. 



290 



COMPLETE SPECIFICATIONS. 



Protection 
of Parts. 



Damage. 



■Cleaning up 



the pump pit before commencing erection, and do 
all necessary pumping during erection of engines. 

157. All finished parts must be well protected 
in shops and during transportation to prevent injury 
and abrasion. 

158. All injured parts must be replaced, when 
in the judgment of the Water Commissioner, refit- 
ting will not suffice. 

159 
used in 



erectmg 



Damage to 
Masonry, 
etc 



Storage of 



The contractor shall remove all staging 
the engines, and leave the pump 
pit, engine room and premises neat and clean. 

160. The contractor shall, at his own cost, 
make good all damages to masonry, buildings, or 
other property of the city of St. Louis, occasioned 
by the contractor or his employes in the transporta- 
tion and erection of the machinery. 

161. The city of St. Louis will furnish space 
p^%!^^^ within its premises for the reception of the various 

parts of the machinery, but shall not be responsible 
for the safe keeping of these parts, nor for damage 
caused to them from exposure or other cause. 

PAINTING. 

162. All castings and details must be inspected 
and approved before painting, and in no case shall 
the paint or pitch be applied until all surfaces are 
trimmed and thoroughly cleaned. 

163. All unfinished iron work not visible from 
the engine room floor (except where otherwise 
required) and that above the floor intended to be 
encased, shall be thoroughly painted inside and out 
with three coats of No. i paraflRne varnish, applied 
hot. The first coat shall be put on at the shop, and 
the others after erection, excepting for inside surfaces 
of pumps, pipes, etc., which shall receive two coats 
at the shop and one after erection. 

164. All unfinished iron work visible from the 
engine room floor, shall be thoroughly cleaned, 
rubbed down and painted with four coats of a good 
quality of paint and strictly pure linseed oil. The 
first coat shall be put on at the shop and the others 
after erection. 

165. The paint shall be of a grade and color 
approved by the Water Commissioner, and shall be 
applied, striped and varnished to his satisfaction. 

166. All parts to be covered by non-conduc- 
tors must be thoroughly cleaned and freed from 
rust, and painted with three coats of paint of a kind, 



ParafBne 
Varnish. 



Oil paint. 



SPECIFICATIONS FOE PUMPING ENGINES. 291 

color and quality to be determined by the Water 
Commissioner before application of the non-con- 
ductors. 

167. All finished and polished surfaces must Finished 
be kept entirely free from rust until erected and 
finally accepted. 

TESTING. 

168. After erection has been completed, and Pressure, 
before the final painting, a blank flange shall be 
bolted on the out-door end of the discharge pipe, 

and the whole construction tested with hydraulic 
pressure. A force pump shall be connected to the 
discharge pipe, and a pressure of 200 pounds per 
square inch applied in such manner as to test the 
pumps, pump valves, air vessels, discharge pipes, 
pump rods and the frames of the engines. After 
this test the engine is to be run to full capacity, dis- 
charging through the pressure relief valves for the 
purpose of testing same ; a further test to be made 
by suddenly opening gate on pump main to test 
speed controlling device mentioned in section 6^. 

These tests must be conducted by the contrac- 
tor with great care and in a manner satisfactory to 
the Water Commissioner. 

The contractor shall furnish all labor necessary, 
and all piping, cocks, valves, gauges, force pumps, 
flanges and appliances required in the tests. 

169. For the purpose of determining the duty Duty Test, 
of the engines furnished under this contract, there 

shall be an expert duty test of twenty-four hours 
continuous run for each engine. These tests shall 
be conducted by three experts, one to be selected by 
the Water Commissioner, one by the contractor, and 
the two thus named to select the third. 

The duty tests shall be conducted for one engine 
at a time, unless otherwise ordered by the Water 
Commissioner. 

170. The water of condensation from all 
steam jackets and reheaters shall be gathered and 
its weight carefully determined, and it shall be 
charged against the engines during all of the duty 
tests. 

171. The total weight of water fed to the 
boilers during the tests, shall be considered the 
amount of steam used when corrected for entrain- 
ment exceeding two per cent. 



292 COMPLETE SPECIFICATIONS. 

172. Steam used for running the boiler feed 
pumps during the duty tests will not be charged 
against the engines. 

Expert Test. 173. The twenty- four hours duty test shall be 

made with the water in the wet well at an approxi- 
mate elevation of 1 1.0, and shall be conducted by 
the experts selected in accordance with section 169 
of this contract. 

Speed. 174. If, in the opinion of the Water Commis- 

sioner, the speed of the engines at any time during 
the twenty-four hours test is such as to jeopardize 
their safety, he shall have the right to order them 
run at such reduced speed as will give a smooth and 
quiet action. 

Head(h). 1 75. The head (h) to be inserted into the 

formula for computing the duty of the engines dur-, 
ing the running test, shall be ascertained by attach- 
ing a gauge to the discharge pipe close to where it 
turns into and runs through the foundation walls of 
the pit, and by the elevation of the water in the wet 
well. 

176. Any part or detail of the engines show- 
ing undue strain or weakness of any description, 
must be replaced, and all defects developed in these 
tests shall be corrected by the contractor to the 
entire satisfaction of the water commissioner. 

ADDITIONAL APPLIANCES. 

Wrenches. ^77' The contractor shall furnish for all sizes 

of bolts a complete set of wrenches for each engine, 
accurately fitted to the respective sizes of nuts. The 
wrenches for all finished nuts about the engines shall 
have a bright finish and shall be marked with their 
respective sizes. 

178. Each engine shall be provided with one 
steam gauge, graduated from o to 250 pounds, one 
vacuum gauge, one suitable steam gauge on each 
receiver (if such be employed in the construction), 
and one engine revolution counter; all of them to 
have brass cases, triple silver plated, and placed 
convenient for observation. The dials of gauges to 
be ten (10) inches in diameter. 

179. Each of the air vessels of the pumps shall 
be provided with one glass water gauge of satisfac- 
tory design. The hot well for each engine shall be 
provided with a suitable, permanently attached 
thermometer of appropriate design. 



etc. 



SPECIFICATIONS FOB PUMPING ENGINES. 293 

1 80. The contractor shall furnish one steam indicators, 
indicator for each steam cylinder and three indicators 

for the main pumps, and one indicator for the aif 
pumps. The indicators shall be the Thompson, 
Crosby or Tabor. 

181. Each steam cylinder, main and air pumps 
of the two engines shall be provided with permanent 
piping, fixtures and motion appliances for attaching 
and working the indicators. All valves, cocks, 
pipes and appliances for the attachment of the indi- 
cators to the steam cylinders and pumps shall be 
made of composition, of ample size and complete in 
every respect. 

182. All journals must be provided with sight- on Cups, 
feed oil cups. There shall also be brass drip pans 
or pockets at all journals and oiling places to catch 
lubricants. 

183. The steam cylinders shall be fitted with 
sight-feed lubricators. 

184. There shall be valves, pipes and drip 
pans at all places where necessary, for receiving and 
conveying water from stuffing boxes, etc. 

185. The contractor shall furnish an extra set 
of suction valves and an extra set of discharge valves 
with all parts complete. 

REPAIRS. 

186. Near the end of the year of probation, 
the Water Commissioner will make an examination of 
the engines, and any part or detail found to be de- 
fective or injured through excessive wear, overstrain, 
bad material or faulty design, shall be replaced by 
the contractor, at his own cost and expense, to the 
satisfaction of the water commissioner. 

The said part of the first part further agree 
that all the work contemplated and described in this 
contract and the foregoing specifications, shall be 
done in accordance with the general drawings 
approved by, and on file in the office of, the board 
of public improvements, and with the detail work- 
ing drawings submitted to and approved by the 
Water Commissioner. It is further agreed that the 
drawings and specifications form a part of this con- 
tract, and that, if any discrepancies appear between 
any of the drawings and the specifications, or between 
any of the several drawings in themselves, such dis- 
crepancies shall be adjusted by the contractor to the 
satisfaction of the Water Commissioner. And it is 



294 COMPLETE SPECIFICATIONS. 

further expressly agreed that the approval of the 
general and working drawings shall not in any case 
relieve the contractor from any of his responsibilities 
under this contract. 

H The said part of the first part hereby expressly 
agree that the inspection of materials and work- 
manship shall not relieve of any 

of obligations to perform sound 

and reliable work, as herein described. And the 
said part of the first part further agree to repair 
or replace any defective part or piece of the pump- 
ing engines during one year from the end of the 24 
hours running test, at his own cost and expense. 

And it is further agreed that during the afore- 
said year, the Water Commissioner may make all 
necessary repairs requiring prompt attention, and 
that the cost of such repairs shall be borne by the 
contractor. 

I And it is further agreed that any work not 

herein specified which may be fairly implied as 
included in this contract, of which the Water Com- 
missioner shall judge, shall be done by the con- 
tractor without extra charge. The contractor shall 
also do such extra work in connection with this con- 
tract as the Water Commissioner may in writing 
specially direct, and the price for such extra work 
shall be fixed by the water commissioner, but no 
claim for extra work shall be allowed, unless the 
same was done in pursuance of a written order, as 
aforesaid. 

J The said part of the first part further 

agree that the work embraced in this contract shall 
be begun within one week after written notice so to 
do shall have been given to the contractor by the 
Water Commissioner, and continued (unless the said 
commissioner shall otherwise in writing specially 
direct), with such force and in such manner as to 
secure its completion within twenty-six months 
thereafter, the time of beginning, rate of progress, 
and time of completion being essential conditions of 
this contract. And the part of the first part fur- 
ther agree that if the pumping engines to be 
furnished under this contract are not completed at 
the time above specified, then there shall be retained 
by said second party, as ascertained and liquidated 
damages, the sum of fifty ($50.00) dollars per day 
for every day thereafter until said engines are ready 
for service. 



SPECIFICATIONS FOB PUMPING ENGINES. 295 

The party of the second part agrees to have the K 
pump pits ready for the commencement of the 
erection of the engines within twenty months, and 
to have the steam ready for testing and running the 
engines twenty-three months after the date of the 
above notice to begin work. 

And the part of the first part further agree L 
that shall not be entitled to any claim for any hind- 
rance or delay from any cause whatever in the 
progress of the work, or any portion thereof ; but 
any hindrance or delay occasioned by the party of 
the second part shall entitle said part of the first 
part to an extension of the time for completing this 
contract, sufficient to compensate for the detention, 
the same to^be determined by the Water Commis- 
sioner. 

The said part of the first part further agree M 
that will not sublet the work to be done under this 
contract, but will keep the same under control, and 
that will not assign the same by power of attorney 
or otherwise, and that will at all times have a rep- 
resentative present where any work is in progress 
under this contract. Whenever it may be desired to 
give directions, orders will be given by the Water 
Commissioner and obeyed by the contractor's repre- 
sentative who may have charge of the particular 
work in reference to which orders are given. If any 
person employed by the contractor on the work 
should appear to the Water Commissioner to be 
incompetent or disorderly, he shall, upon the requisi- 
tion of the Water . Commissioner, be at once dis- 
charged and not again employed. 

It is further agreed that if the part of the first N 
part shall assign this contract, or abandon the work 
to be done under this agreement, or shall neglect or 
refuse to comply with the specifications or stipula- 
tions herein contained, the board of public improve- 
ments shall have the right, with the consent of the 
mayor, to annul and cancel this contract, and to 
relet the work or any part thereof ; and such annul- 
ment shall not entitle the contractor to recover 
damages on account thereof; nor shall it affect the 
right of the City of St. Louis to recover damages 
which may arise from such failure. 

And the said first part hereby agree to pro- O 
tect and defend and save harmless the said city of 
St. Louis against any demand for patent fees on any 
patented invention, article or arrangement that may 

20 



296 COMPLETE SPECIFICATIONS. 

be used by said first part in the pumping engines 
furnished under this contract. 

P The said part of the first part further agree 

to indemnify and save harmless the City of St. Louis 
from all suits or actions brought against the said city 
on account of injuries or damages received or sus- 
tained by any party or parties during the construc- 
tion of the pumping engines, or by or in consequence 
of any negligence in guarding the same, or any 
improper materials used in the construction, or by 
or on account of any act or omission of the said 
part of the first part or agents. 

Q The part of the first part further agree that 

each engine furnished under this contract shall have 
a pumping capacity of ten million U. S. gallons in 
twenty-four hours. The capacity to be at a speed 
that will insure smooth and quiet action, and to be 
determined by the experts during the duty test. 

R The part of the first part hereby agrees that 

the pumping engines furnished under this contract 
shall perform, during a running test of twenty-four 
hours, a duty of one hundred and twenty-five million 
foot-pounds per thousand pounds of commercially 
dry steam. 

The part of the first part further agree that 
in case either engine fails to perform a duty of one 
hundred and twenty-five million foot-pounds per 
thousand pounds of steam, during the working test 

of twenty-four hours, will pay to the party of 

the second part, as an agreed measure of damages 
for lack of efficiency of the engine, in the ratio of 
$2,500.00 for each one million foot-pounds which 
the duty falls below one hundred and twenty-five 
million. 

In case either engine exceeds, during the 
twenty-four hours working test, an average duty of 
one hundred and twenty-five million foot-power per 
thousand pounds of steam, the party of the second 
part agrees to pay to the part of the first part, as 
a reward for the superior efficiency of the engine, 
an amount to be in the ratio of $1,000.00 for each 
one million foot-pounds which the duty comes above 
one hundred and twenty-five million. 

S On condition of the true and faithful perform- 
ance of all the conditions of this agreement and 
specifications, the said party of the second part 
agrees to pay to said part of the first part the sum 
of dollars, subject to such additions or 



SPECIFICATIONS FOB PUMPING ENGINES. 297 

deductions as are authorized by the provisions and 
conditions of this contract, in full payment for all 
the work and materials, designs and drawings 
required by this contract, embracing the satisfactory 
construction and erection of such pumping engines 
and appurtenances as are herein defined and 
described in all their parts and requirements. 

Payments on account will be made as follows, 
viz. : 

a. On or about the first of each month, the T 
Water Commissioner shall cause an approximate esti- 
mate to be made of the value of the materials and 
word done, based on the total amount to be paid for 
the engines ; from the amount so found he shall 
deduct 20 per cent, and all sums previously paid or 
retained under this contract, and certify the remain- 
der as then due. Provided, however, that nothing 
herein contained shall be construed to affect the 
right of the City of St. Louis, hereby reserved, to 
reject the whole or any portion of the work afore- 
said, should the said certificates be found or known 
to be inconsistent with the terms of this agreement, 
or otherwise improperly given. 

h. When the twenty-four hours running test 
shall have been satisfactorily completed, the Water 
Commissioner shall make an estimate for the amount 
of the contract price, less 10 per cent., and all sums 
retained under this contract. 

It is further agreed that the water commissioner 
shall have charge of and operate the engines furnished 
under this contract, during the twenty-four hours 
duty test, and the year following, and that the 
part of the first part shall not be relieved or 

released thereby from any of obligations under 

this contract. 

At the end of said year, the pumping engines 
and appurtenances, if found to be in good working 
condition, shall be finally accepted, and the Water 
Commissioner shall make and certify a final estimate 
in favor of the first part and the responsibility of 
said first part shall then cease. 

The said part of the first part further agree U 

that shall not be entitled to demand or receive 

payment for any portion of the aforesaid work or 
materials, except in the manner set forth in this 
agreement ; nor until each and all of the stipulations 
hereinbefore mentioned are complied with, and the 
Water Commissioner shall have given his certificate 



298 COMPLETE SPECIFICATIONS. 

to that effect. The party of the second part hereby 
agrees and binds itself to pay the said part of the 
first part in cash, the whole amount of money accru- 
ing to the said part of the first part under this 
contract, excepting such sum or sums as may be 
lawfully retained under any of the provisions of this 
contract hereinbefore set forth, upon the giving by 
the said part of the first part to the party of the 
second part a release from all claims and demands 
whatsoever growing out of this agreement. 
V This agreement is entered into subject to the 

city charter and ordinances in general, and in partic- 
ular to the following provisions of Article VI., sec- 
tion 28, of said charter, to wit: 

"^." The aggregate payments under this con- 
tract shall be limited by the appropriations made 
therefor. 

"3." On ten day's notice the work, under this 
agreement, may, without cost or claim against the 
city, be suspended by the board of public improve- 
ments, with the approval of the mayor, for want of 
means or other substantial cause. Provided, that on 
the complaint of any citizen and tax payer, that any 
public work is being done contrary to contract, or 
the work or material' used is imperfect or different 
from what was stipulated to be furnished or done, 
the said board shall examine into the complaint and 
may appoint two or more competent commissioners 
to examine and report on said work, and after such 
examination, or after considering the report of said 
commissioners, they shall make such order in the 
premises as shall be just and reasonable, and what 
the public interests seem to demand, and such decis- 
ion shall be binding on all parties. The cost of such 
examination shall be borne by the contractor, if such 
complaint is decided to be well founded, and by the 
complainant if found to be groundless. 
^^ Ordinance 16,514, approved December 22d, 

189 1, is hereby made part of this contract, and must 
be observed in all its provisions, namely: 

Section i. All contracts hereafter entered 
into wherein the City of St. Louis is a party, for the 
doing of any kind of work or labor for the City of 
St. Louis, including work on all public buildings, 
works and enterprises, shall contain the following 
terms and conditions: (a) That the men, persons 
or laborers who may be employed in the doing, 
prosecuting, or accomplishment of such work done 



SPECIFICATIONS FOR PUMPING ENGINES. 299 

by the contractor with the City of St. Louis, or any 
one under him, or any person controlling the said 
men, persons or laborers, shall not be required to 
work more than eight hours a day; (3) That in case 
of the violation of such provisions of such contracts, 
the mayor shall immediately declare such contracts 
canceled and forfeited, and the work being done 
under such contracts shall be relet in the manner 
provided for the letting of such work, and such con- 
tractor shall thereafter be ineligible to bid upon such 
work under such reletting, and the difference in the 
cost of doing such work under such contract so can- 
celed and forfeited, and under such reletting, shall 
be sued for on the bond of such contractor so violat- 
ing such contract. 

For the faithful performance of all and singu- 
lar the terms and stipulations of this contract, in 

every particular, the said part of the first 

part, as principal, and as securities, hereby 

bind themselves and their respective heirs, executors 
and administrators, unto the said City of St. Louis, 

in the penal sum of dollars, lawful money of the 

United States, conditioned that in the event the said 

shall faithfully and properly perform the 

foregoing contract according to all the terms thereof, 
and shall as soon as the work contemplated by said 
contract is completed, pay to the proper parties all 
amounts due for material and labor used and em- 
ployed in the performance thereof, then this obliga- 
tion to be void, otherwise of full force and effect, and 
the same may be sued on at the instance of any 
material man, laboring man or mechanic, in the name 
of the City of St. Louis, to the use of such material 
man, laboring man or mechanic, for any breach of 
the condition hereof; provided, that no such suit 
shall be instituted after the expiration of ninety days 
from the completion of said contract. 

In witness whereof, the said part of 

the first pfert, as principal, and securities, 

parties of the first part, have hereunto set their hands 
and seals respectively, and the City of St. Louis, 
party of the second part, acting by and through the 
board of public improvements aforesaid, have sub- 
scribed these presents the day and year first above 
written. 

WITNESS ; 

[seal] 

[seal] 

[seal] 

[seal] 



300 COMPLETE SPECIFICATIONS. 



The City ot St. Louis by- 



President Board of Public Improvements. 

Countersigned : 

Comptroller. 

City Counselor's Office. 

St. Louis, 18 — 

The foregoing Agreement and Bond are in due 
form according to law. 



City Counselor. 

Mayor's Office. 

St. Louis, 18 — 

I hereby approve of the Securities to the fore- 
going Contract and Bond. 



Mayor. 
M. L. H. 

169. Complete General Speciflcations for Water 
Tubular Boilers and Settings. The folloviring complete 

general specifications for horizontal water tubular boilers were 
used in connection with the engine specifications given in the 
previous article, and the contract was let under similar contract- 
ing, general, and surety clauses. These portions are omitted 
from these specifications for the sake of brevity. They were 
prepared by the same gentleman who prepared the specifica- 
tions in the last article, and are thought to represent an equally 

good practice. 

1. The work to be done consists in furnishing 
designs and plans, material, tools and labor, and 
building, transporting and erecting complete in 
place, ready for firing, in the boiler-house at Bissell's 
Point, eight horizontal water tube boilers, the 
boilers to be provided with all necessary valves, 
gauges, breechings and connection to underground 
smoke fine. 

design. 

2. The boilers to be of the type designated as 
horizontal water tube boilers, designed and built 
with special reference to easy access for cleaning 
and repairing of both internal and external surfaces. 
The boilers to be designed for natural draft of pres- 



SPECIFICATIONS FOR BOILERS. 301 

ent smoke stack. No stays or obstructions of any 
kind shall be placed inside of the water tubes. 

3. The boilers to be designed for a working 
steam pressure of 140 pounds per square inch, with 
a factor of safety of six on minimum sections. 

4. Each boiler shall have a total tube heating 
surface of not less than 3,000 square feet, and a 
grate area equivalent to 75 square feet of straight 
grate. 

5. The boilers to be provided with smoke pre- 
venting furnaces, which shall effectually stop smoke 
while burning southern Illinois coal at a rate of from 
twenty (20) to twenty-five (25) pounds per square 
foot of grate per hour. The furnace shall be some 
well tested and approved device for prevention of 
smoke, which does not use a steam jet or a system 
of brick arches in the fire box. 

6. The boilers to be set in four independent 
batteries, as shown on drawing, each boiler to be 
provided with walls, settings, valves, gauges, smoke 
breeching and dampers necessary for operating' or 
repairing independently of other boilers. 

7. The fire fronts shall be designed to facili- 
tate firing and removing ashes. The fire doors to be 
of suitable design to secure the regulation of air 
admitted to the fire, and prevent radiation through 
the fire door openings during regular service. The 
boiler dampers to be arranged to regulate from front 
of boiler. 

8. Each boiler to have an eight-inch stop valve. Fittings. 
admitting of independent connection to main steam 

pipe. 

To each boiler there shall also be attached, 
besides the eight-inch stop valve, two three and a 
half inch improved pop safety valves, placed in such 
positions that their escape pipes will not interfere 
with the roof trusses or sky-lights of the boiler 
house. 

9. All steam drums to be made of steel plates 
of the quality hereinafter specified. 

10. The boilers to be set and supported in a 
manner admitting of expansion and contraction of 
the same, without injury to the brick work or boilers 
in any way. 

All beams required to support or carry the 
boilers to be of ample strength, and must be either 
wrought iron or steel. 



302 COMPLETE SPECIFICATIONS. 

There shall be central air spaces in all walls 
enclosing the boilers. 

FITTINGS AND APPURTENANCES. 

II. The contractor shall furnish and put in 
place all necessary valves, steam gauges, water glass 
gauges, safety valve escape pipes, and all appurte- 
nances, and make connection to steam main, feed 
and blow-off pipes and underground smoke flue. 

Wrenches. 12. For all nuts on the boilers and fittings, 

there must be furnished well-fitted wrenches. 

Steam Gauges 1 3* The Steam gauges shall be attached to the 

and Plugs, boiler fronts with nickel-plated brass siphon pipe 
and cocks, in a neat manner, admitting of easy 
removal. 

The feed-water valve of each boiler to be pro- 
vided with a suitable arrangement for its regulation 
from the front of the boilers. 

Steam gauges to be brass case, nickel-plated, 
fourteen inches in diameter, maximum pressure 250 
pounds, five-pound divisions. 

14. Each boiler to be provided with three 
Bailey's safety copper cap fusible plugs, or other 
safety plugs of equally good oianuf acture and satis- 
factory fusibility. 

Drains. ^5' There shall be suitable copper spouts and 

polished brass piping wherever visible, to catch the 
steam and water from the gauge cocks and glass 
water gauges, and they shall be piped and connected 
to the ash box in an acceptable manner. 

Valves. 16. Steam valves above six inches in diameter 

shall have steel stems, provided with phosphor 
bronze nuts, and the glands of all stuffing boxes shall 
be of composition. 

17. All valves, fittings, fixtures and appurte- 
nances used shall be of the best design. 

18. The steam drums and all parts of the 
boilers and pipes not covered by brick work, and 
the breechings to be covered with magnesia cover- 
ing, not less than one and a half inches in thickness, 
thoroughly secured in place. 

19. Hand hole plates must be secured in an 
approved manner, to insure the greatest possible 
safety against accidents from breaking of fastenings. 

MATERIALS. 

20. All material used throughout this con- 
struction must be of the special class and grade called 



SPECIFICATIONS FOR BOILERS. 303 

for in the specifications, and shall in each case fully 
stand the specified tests. 

21. All plates in the boilers to be made of ^*^** ^'***** 
steel. 

The steel plates used in these boilers must be 
stamped with the maker's name and the tensile 
strength ; to be homogeneous and of uniform qual- 
ity, to have a tensile strength of not less than 55,000 
pounds, nor more than 62,000 pounds per square 
inch, an elastic limit of at least 30,000 pounds per 
square inch, and an elongation of at least twenty- 
four (24) per cent, in eight inches. 

Specimens must stand the following bending 
test, viz. : 

To bend double, closing up completely without 
showing sign of fracture when bent cold, or after 
having been heated to a cherry red and plunged into 
water at 70 degrees Fahrenheit. 

The water commissioner shall have the right to 
order test specimens 2x14 inches, to be cut out of 
any of the plates to be used in the boilers. 

22. All wrought iron for bolts, nuts or other ^Vrought iron, 
purposes shall be double refined, and have an ulti- 
mate tensile strength of at least 52,000 pounds per 

square inch, an elastic limit of 26,000 pounds per 
square inch, and an elongation of eighteen (18) per 
cent, in eight inches. 

23. Rivets to be Burden's best, and must be 
capable of bending cold until the sides are in close 
contact, without sign of fracture ; and iron used for 
screw stays, stay bolts and braces to be of best 
quality of American manufacture. 

24. Tubes to be lap-welded of the best quality Tubes, 
of American manufacture, of a diameter of 35^ 
inches or 4 inches, and must stand a satisfactory " 
hammer test. 

25. All castings shall be free from blow holes, ^astini^ 
flaws, scabs, and defects of any description, and 

shall be smooth, close-grained, sound, tough, and of 
true forms and dimensions. 

Great care must be taken to make all castings, 
as nearly as practicable, of uniform thickness 
throughout, when not otherwise required. 

26. All cast iron used under steam pressure ironCwtiBg* 
«hall be of good quality, tough and of even grain, 

and shall possess a tensile strength of not less than 
22,000 pounds per square inch. 



304 COMPLETE SPECIFICATIONS, 

Test bars of the metal, two inches by one inch^ 
when broken transversely, twenty-four inches be- 
tween supports and loaded in the center, shall have 
a breaking load of not less than 2,200 pounds, and 
shall have a total deflection of not less than j^^q of 
an inch before breaking. 

The test bars shall be cast as nearly as possible 
to the above dimensions, without finishing, but cor- 
rections will be made by the water commissioner for 
variations in thickness and width, and the corrected 
results must conform to the above requirements. 

27. If any two test bars, cast the same day, 
show a tensile strength less than is required in these 
specifications, or do not show the required cross 
breaking load, or deflection, all castings made from 
the melting from which the samples were taken may 
be rejected. 
Specimens. 28. Test specimens and samples of castings 

and forgings, or any other kind of material used in 
this construction, shall be prepared ready for testing 
and supplied in the number, shape, finish and sizes 
required by the water commissioner, and shall be 
prepared as may be directed at any time during the 
pouring or working of materials. 

29. The stamps put upon the steel sheets by 
the manufacturer must at all times be preserved for 
identification, and so placed as to be visible on the 

' outside of boilers ; if any stamp is cut out in process 

of manufacture, the water commissioner shall first 
■ replace it by a duplicate stamp. 

WORKMANSHIP. 

30. The best workmanship on these boilers 
will be exacted, and it must be equal in all respects 
to that executed in the best boiler works in this 
country. 

31. All holes for bolts, studs and rivets in 
castings must be drilled. No cored bolt holes will 
be allowed. 

No plugging or other stopping of holes or 
defects of castings will be allowed. 

32. Any rivet which is deformed, cracked, 
burnt, improperly driven, leaky, or in any way 
injured, must be <iut out and properly replaced. 

33. All surfaces of sheets, and other parts to 
be riveted, must be brought together to close con- 
tact and accurately fitted, with bearing surfaces 



SPECIFICATIONS FOR BOILERS. 



305 



smooth and clean, and while being riveted to be 
held firmly in position and alignment without exert- 
ing injurious strains upon any portion or detail of 
the boiler. 

34. The use of drift pens, to bring rivet holes 
to match, or eome true and central, will not be 
allowed in the process of riveting, and must be dis- 
pensed with entirely. The utmost accuracy in 
punching the rivet holes will be exacted. Rivet 
holes failing to fit, or come fair and true, must be 
reamed out accurately, and rivets of suitable size 
used. 

35. All sheets of the boilers must be satisfac- sheets, 
torily straightened before being planed, bent, flanged, 
drilled, fitted, etc. 

36. All scarfing to be done in a neat and 
workmanlike manner. Sufficient allowance of 
material must be made at all places where scarfs are 
required. 

37. The edges of all sheets to be planed to a 
suitable bevel. 

38. All seams to be caulked on both sides Cauiking. 
where accessible. 

All caulking to be done in the best manner, 
with round-nosed caulking tools ; great care to be 
taken not to mar the sheet or rivets. 

39. The threads of all studs, bolts, screw Threads, 
stays, stay bolts and nuts, to be chased with great 

care and skill, to insure uniformity in pitch and 
accuracy in fit. 

All holes which are to receive bolts, screw 
stays, studs or stay bolts, to be accurately centered, 
drilled and tapped, to give a desirable fit and tight- 
ness of the threads. 

The stay bolts, screw stays and studs to be 
entered, screwed in and- riveted in a careful and 
workmanlike manner, to insure true and parallel 
surfaces and an equitable distribution of the stress 
upon all of the sustaining members. 

40. All expanding of tubes and nipples shall 
be done in a careful and workmanlike manner, and 
shall be absolutely water-tight under the test pres- 
sure. 

41. The fire, ash and cleaning doors to be Doort. 
fitted air-tight to their seating or bearing surfaces. 

All holes in the lugs for hinges of the doors 
used in the construction to be drilled and reamed, to 
accurately fit the turned pins for same. 



306 



COMPLETE SPECIFICATIONS. 



42. The brick work must be executed in a 
thorough and workmanlike manner, the brick used 
to be strictly first-class in every respect. Outside of 
setting to be laid with stock brick in white mortar; 
inside, where exposed to heat, to be lined with best 
quality fire brick. 

bricks to be laid in mortar of 
and all fire brick to be laid in 



F««ndatIont. 



Presnr* Test. 



Paiat. 



Brection. 



43. All red 
approved quality, 
ground fire clay. 



FOUNDATIONS. 

44. The city will furnish complete foundations 
for the boilers, the position in the house to be as 
shown on plans on file in the office of the water 
commissioner, and the space occupied by each bat- 
tery of boilers to be not greater than that shown. 

GENERAL CLAUSES. 

45. The boilers shall be tested by the con- 
tractor with a water pressure of 210 pounds per 
square inch, under which they must be water-tight. 

46. When the boilers shall have been tested to 
the satisfaction of the water commissioner, they 
shall be thoroughly scraped, cleaned, dried and 
painted outside with one coat of linseed oil. 

47. The fire front, fire and ash doors, and 
other cast and sheet iron parts, except grate bars, 
after approval shall be painted in the shop with one 
coat of paraffine varnish, and after erection they 
shall receive another coat of the same. 

48. The contractor shall, at his own expense 
and risk, transport the boilers and appurtenances to 
Bissell's Point, furnish all necessary labor, tools and 
appliances, and erect the same complete, as above 
specified. 

Every possible and necessary care must be taken 
in handling and transporting the boilers, to prevent 
injury of any description to the same. 

49. The contractor shall so conduct his work 
as not to interfere with the operation of any boilers 
under fire, and the disposal of his tools and materi- 
als, during storage and erection, will be subject to 
the approval of the water commissioner. 

50. The contractor shall, at his own cost, make 
good all damages to masonry, buildings or other 
property of the city of St. Louis, occasioned by the 
contractor or his employees in the transportation and 
erection of the machinery. 



SPECIFICATIONS FOE ENGINE HOUSE. 307 

51. The city of St. Louis will furnish space storage, 
within its premises for the reception of the boilers 

and details, but shall not be responsible for the safe 
keeping of the same, nor for damage caused to them 
from exposure or other causes. 

52. The city will remove the old boilers and 
prepare foundations below the floor line for new 
boilers, contractors to furnish castings to be set in 
underground flue for smoke connections. 

53. The contractor shall get all finished mate- 
rials on the ground at the earliest possible moment, 
and proceed with the erection of the same as soon as 
notified by the water commissioner. 

The work of erection in place, ready for firing, 
shall be carried on continuously, night and day, and 
the contractor shall provide for that purpose three 
complete erecting gangs. 

If at any time during the erection the water 
commissioner shall be of the opinion that the work 
can be expedited by the employment of additional 
labor or tools, he shall order the contractor to make 
uch increase in his working force or appliances as 
le may deem necessary to secure the most rapid 
progress possible ; and it is especially understood 
and agreed that if the contractor fails to put the 
required force at work promptly, that the water 
commissioner shall employ such labor as he may 
deem necessary, and charge the cost of the same to 
the contractor. 

54. The contractor shall bear the cost of mak- 
ing all repairs necessitated by defective materials, 
workmanship or design of the boilers and furnaces 
for the space of one year after the boilers are put 
into regular operation. M. L. H. 

170. Speciflcations for an Engine House. The 

following specifications for an engine house differ from those 
in the two previous articles inasmuch as they were accompan- 
ied by complete detail drawings. The contracting and surety 
clauses are here omitted, since they would be the same as those 
given in article 168. This engine house covers three large pump 
pits, designed for three sets of low service pumping engines, 
and it is entirely without a floor, nearly the entire space being 
occupied by the pits. The walls rest directly upon the natural 
rock, and an electric traveling crane is carried by a track near 



308 COMPLETE SPECIFICATIONS, 

the top of the two side walls, this crane spanning the entire 
opening and running the entire length of the building. The 
side walls, therefore, were made very strong and substantial. 

Work to be j^ The work to be done consists in building 

and finishing complete Low Service Engine House 
at Chain of Rocks, St. Louis City Water Works 
Extension. The foundation on which the structure 
will rest is now completed. The work is shown in 
detail on the following drawings : 
No. 1. Elevation of side walls. 

*' 2. " end walls. 

" 3. Longitudinal section. 

*' 4. Transverse sections. 

" 5. Plan below traveler. 

" 6. " above " 

" 7. Gallery plan. 

" 8. Roof plan. 

" 9. Roof plan for iron trusses. 

*' 10. Cut stone courses. 

*' 11. Details of stone faced door and window 
openings, terra cotta details. 

" 12. Details of cut stone in cornice, fir© walls 
and brick arches. 

" 13. Details of windows, doors, ceiling and cast 
iron door sill. 

** 14. Details of large sliding doors and hangers . 

"15. Details of door and window frames. 

" 16. Details of sky lights. 

" 17. Details of galleries, stairs, ladders, balcony 
and door sills . 

"18. Details of iron trusses . 

" 19. Strain sheet. 

" 20. Details of brick cornice, fire walls, etc. 

MORTAR. 

Sand. 2. All sand for mortar shall be clean, sharp, 

coarse, Mississippi river channel sand. 

Cement. 3. All cement used in the masonry shall be H. 

H. Meier's Puzzolan cement, put up in well-made 
barrels. 

4. It shall be subject to such tests as may be 
necessary to fully determine its character, and any 
cement which, in the opinion of the water commis- 
sioner, is unfit for the work herein specified will be 
rejected. 

5. All short weight or damaged barrels of 
cement, or cement without the maker's brand, will 
be rejected without test. Samples for testing shall 
be furnished at such times and in such manner as 
toay be required. On all barrels accepted inspection 
marks will be placed, and the contractor shall care- 



SPECIFICATIONS FOR ENGINE HOUSE. 



309 



Colored 
Mortar. 



fully preserve these marks and not allow them to be 
imitated. 

6. All cement for use on the works shall be 
kept under cover, thoroughly protected from moist- 
ure, raised from the ground — by blocking or other- 
wise — and dry until used. The contractor shall 
keep in storage a quantity of accepted cement suffi- 
cient to insure the uninterrupted progress of the 
work. . 

7. Cement may be reinspected at any time, 
and, if found to be damaged or of improper quality, 
will be rejected. All rejected cement shall at once 
be removed from the line of work. 

8. All mortar used in the masonry shall be Mortar, 
cement mortar, and shall be made of three parts of 

sand and one part of cement, each of the quality 
above specified. All mortar shall be made fresh 
for the work in hand, and any mortar which has 
begun to set shall not be used. 

9. All brick in outer face of walls shall be laid 
in mortar, colored with a red mortar stain that is 
even in color and durable, and approved by the 
water commissioner. 

STONE MASONRY. 

10. The base, ashler and water table courses G^'a^'**' 
shall be of Missouri red granite, sound, free from 
discolorations, and of even color. All visible rock 

face shall be free from drill-holes or tool-marks. 
Base course and water table shall .be six-cut work, 
ashler course, rock face. 

11. Base course shall be 12 inches high, 8j^- 
inch bond, with 4-inch by 4-inch chamfer on top. 
Ashler course shall be i foot 4^^ inches high, 13- 
inch bond on the setting bed and 8j4 inch bond on 
the top bed, and cut for iron anchors. Water table 
shall be 75^ inches high, 6-inch bond, cut for iron 
anchors and chamfered on top as shown. The 
ashler and water table course shall be anchored to 
the brick backing with tarred wrought iron anchors. 

12. All of the granite work shall be laid in the 
most workmanlike and substantial manner, with even 
and equal joints, }( inch thick. Each stone must 
have perfect and level beds. All joints shall be 
pointed well and neatly with pointing mortar, col- 
ored red. Pointing joints must show equal size 
throughout, and be struck with pointing tool and 
straight edge. 



310 



COMPLETE SPECIFICATIONS. 



Sandstone. 



Limestone. 



Brick. 



13. Eight stones, 2 feet o inches by 15 inches 
by 18 inches, and ten stones, 2 feet o inches by 14 
inches by 15 inches, shall be furnished and set as 
directed, to be used as bed stones for roof trusses; 
said stones shall be of granite, sound in all respects, 
top and bottom beds dressed true and level. 

14. Window sills, sill courses, belt course, 
coping, pediments, range work around door and 
window openings, and all cut stone work above the 
water table, shall be of Lake Superior red sand- 
stone ; fine Crandall finish, laid with equal and even 
^-inch joints in full beds of mortar. All joints 
shall be without chipping and beds of stone level 
and perfect. Spalls shall not be used in leveling 
any portion of the work. Window sills shall be cut 
with drips and seats, the seats not being cut to exact 
size until after the frames are set. 

15. All the sand stone work shall be cut and 
set in the very best manner, and the whole cleaned 
down perfectly, and pointed with red pointing mor- 
tar, with concave joints, and backed up as soon as 
set. 

16. The stone must be perfect in all respects, 
even color, free from all defects or pockets. 

17. In cleaning down the work, care must be 
taken that the joints are rubbed to a level surface. 

18. The stone bed course for the track of the 
crane shall be made of lime stone from approved 
quarries, dressed smooth on top bed, bush-hammered 
on face, and with true and parallel beds. This 
course shall extend the entire length of the building 
on each side, and it shall be 14 inches wide and 8 
inches high, set in a swimming bed of cement mor- 
tar. When set same must be leveled perfectly^ the 
entire length of the building, taking each side out of 
wind with the other. Special care must be exer- 
cised in cutting and setting this course. See detail 
sheet No. 20. 

BRICK WORK. 

19. All the exterior faces of the walls, jambs, 
etc. , shall be executed with even-colored dark red 
and hard brick. All other portions of the brick work 
executed with strictly red and hard quality. Light 
red brick shall not be used in any portion of the 
building, nor will salmon or defective brick be 
allowed in any part of the walls or on the premises. 



SPECIFICATIONS FOE ENGINE HOUSE. 311 

20. Brick in exterior of walls shall be laid in Face Waiis. 
red mortar, with even and full bed and end joints, 

struck with a concave tool, as the work progresses. 

21. The standard height for laying all brick Height of 
shall be 2 courses to 5 inches, unless otherwise ^°""^* 
ordered by the water commissioner. 

22. Figured thickness of walls will govern. '^^au*^ °' 

23. The brick in every fifth course shall be Bond.* 
headers, and face work shall be laid to bond with 
Flemish bond headers, as directed by the water 
commissioner, during the progress of the work. 

The different courses shall be slushed, and all 
joints thoroughly filled with cement mortar. 

All courses shall be laid to a line, front and 
rear; plumb, true, straight and level. 

24. All arches shall be turned with arch-brick. Brick Arohos 
ground to proper radiating lines, and the face of 

same shall be laid, alternately, 8j4 inches and 4^ 
inches, and backed up with row locks laid with shove 
joint. All jambs shall be returned and neatly 
pointed. All arches shall be full depth of wall. Turn 
brick arches over seats of each truss, as shown on 
sheet No. 18. 

25. Brick must be thoroughly wet before lay- ^°^ ^^^* 
ing, if required. Stone walls shall be well swept 

off and sprinkled with water before any brick is laid 
on them. 

26. Cut a sufficient number of recesses through Notches in 
the stone foundation walls for passage through same °**° atxon. 
of the copper down-spouts, and build them in with 

stone work, as shown on sheet No. i. 

27. All frames, anchors, wood, bricks, etc., Setting Cut 
that are necessary shall be built in. WaJertabie. 

28. All cut stone above the water table shall 
be set, and the walls carefully leveled for the recep- 
tion of the iron trusses. After the walls are built all 
sills shall be under-pinned with red mortar. 

29. All necessary wood plates for the fasten- 
ing of tin flashing shall be built in. 

30. All terra cotta shall be bonded firmly to the ^^0!?^ '^^"* 
brick work and neatly pointed with red mortar at 
completion. 

31. Two iron I beams shall be built in and ^'■°° ^ ^«*°"' 
covered with a ^-inch plate, where shown on sheet 

No. 3, in the side wall over the traveler off-set and 
above the circle head windows, leaving the wall open 
on the under side, so that the traveler can be carried 

through this opening. After traveler has been set 

21 



312 



COMPLETE SPECIFICATIONS. 



Cleaning 
Down. 



in position the opening shall be closed up with brick 
work, leaving the I beams in the walls, but not 
exposed. 

32. All exterior brick walls shall be cleaned of 
all dirt and mortar stains at completion. 



TERRA COTTA. 

Quality. 22. All the terra cotta letters and border around 

same, on east and west walls, to be hard burned, 
best quality red, even in color, and of designs and 
dimensions shown, free from "flashing" or warp- 
ing. 

MooWs- 34. The letters shall be first modeled and a 

plaster mould made, and from the mould the letters 
shall be pressed. 

Fitdng. 2^^ After terra cotta has been burned it shall 

be laid out and carefully fitted and shaded and 
trimmed if necessary, after which each piece shall be 
lettered to correspond with a setting plan which 
shall accompany the delivery of all terra cotta. The 
details for the terra cotta will be found on sheet No. 
II. 

How Set. 36. All terra cotta to be set in putty, colored 

to match, and properly bonded to the brick backing. 
The bricklayers shall set all terra cotta. 

COPPER WORK. 

Down-Sponts. 37. Four lo-inch square down-pipes, i6-ounce 

copper, to lead water from roof and connect same 
with sewer, shall be furnished in place. Each down- 
pipe shall have square copper head of 20-ounce 
copper, and moulded copper bands of double thick- 
ness of i6-ounce copper placed not more than 4 feet 
apart, and secured with 3-inch copper holdfasts, 
with rosette heads. 

Gotten, etc. 38. Gutters shall be formed with roofing tin 

of form and size shown on drawings for same, and 
constitute a part of the roof-covering, and graded so 
as to carry the water from the center to the four 
corners of the building and open into the copper 
down-spouts. Tin gutters shall be carefully flashed 
and counterflashed into the brick fire-walls, and 
nailed to wood strips provided for said flashing, as 
provided for in clause No. 44. 

Waltl*. 39. The copper finials for the skylights shall 

be furnished and secured in place. 



SPECIFICATIONS FOR ENGINE HOUSE. 



313 



Gutters and 

Flashing. 



40. Copper drip strips, i^ inches wide, i ^'^p- 
inch to project into the mortar joint, and ^ inch to 

be exposed and bent to an angle of 30*^, as shown 
on detail sheet No. 12, shall be furnished the brick- 
layers on the scaffold. 

TIN. 

41. The roof shall be covered with roofing 
plates, standing seam, with joints well tacked, 
anchored and soldered, using rosin as a flux, and 
8-pound soldering coppers, and tin well and closely 
cleated to roof. 

42. The roofing plate used shall be Scott's IX Tia PUte. 
extra coated American roofing tin plate, and must 

bear a coating of not less than 36 pounds to the box, 
and must be fully guaranteed, with the maker's 
name stamped in each sheet, and each sheet must 
be coated in perfect uniformity and free from 
"wasters." 

43. The gutters shall be lined with Scott's IX 
roofing tin, flat seam, and shall conform to the 
gutter plan as shown on sheet No. 8, and shall be 
carefully flashed against the brick fire-walls, and be 
firmly nailed to the wood flashing strips, after which 
all of this gutter flashing must be well and carefully 
counterflashed. 

44. The wood flashing strips shall be built 
into the brick fire-walls 8 inches above the wall 
edge of gutter at center of roof and 24 inches above 
at each of the four corners. 

45. The flashing around the skylights shall 
extend against and 8 inches up the wood skylight 
frame, and shall be finished before the carpenter 
lays the base. 

46. Tin shall be painted, before being laid, ^pJlJ^"'' 
with two coats of the best quality of iron oxide, 
ground in pure linseed oil, on the under side, and 
must be perfectly dry before laying; and that part 
of the roof covered with tin shall have two layers of 
heavy straw building paper laid over sheathing 
boards before putting down the said tin. Each 
layer of paper to overlap and be fastened down 
smooth and flat, and to be kept free from moisture. 
(See clause No. 51.) 

LUMBER. 

47. All the lumber used in the construction of 
the building shall be graded as follows: 



Slcyllght 
Flashii 



lashing. 



Paper. 



314 



COMPLETE SPECIFICATIONS. 



Carpenter 
Work. 



Mai Work. 



Quality. 



Roof. 



Purlins — ^4-inch by lo-inch, yellow pine, long 
leaf, surfaced three sides and stub moulded. 

Lower Roof Sheathing — i^ inches by 4 inches, 
tong^ed, grooved and beaded on under side, "B" 
select, surfaced one side. 

Upper Roof Sheathing — % inch by 8 to 10 
or 12 inches No. i ship lap, surfaced one side. 

Skylight Frame — Posts and plates, 5)4 hi* x 5)4 in. yellow 
pine No. 1. 
" '*. Rafters, 4 in. x 4 in. yellow pine No. 1. 

" " Nailing girths, 2 in. x 6 in. white pine No. 1. 

" " Outside casing, % in. "B" select. 

" " " base, 1}4 in. "B" select. 

" " Inside casing, % in. "B" select. 

" '* " lining, % in. x 4 in. beaded white 

pine, **G" select. 
" " Plinth and base blocks, 1^ in. "B" select. 

Flashing strips — 2 in. x 4 in.. No. 1 white pine. 
1st gallery floor girders. — 3 in. x 8 in. and 2 in. x 6 in. No. 1 

long California yellow pine, surfaced three sides. 
1st gallery floor. — 1}4 in- x 3 in., first and second yellow 

pine, tongued and grooved.* 
Tread board — 2 in. x 12 in. white oak. 
Window frames — "B" select. 
Sash— ''A" select. 
Doors— "B" select. 

48. All lumber must stand strictly on grade, 
kiln dried, free from large loose knots, sap, shakes, 
rot, stain or any other defects foreign to their 
respective grades. 

CARPENTER WORK. 

49. The roof shall be covered with two courses 
of sheathing. The lower sheathing shall be white 
pine, tongued, grooved and beaded, and shall be 
i^ inches thick by 4 inches wide; under side 
dressed and smoothed at the bench to a perfect 
smooth surface, and fastened to place and left free 
from hammer-marks or other defects. Upper 
sheathing shall be -J inch by 8, 10 or 13 inches wide. 
No. I ship lap, laid diagonally, and nailed to the 
lower sheathing. Care must be taken that nails 
shall not go through the lower sheathing ; the nailing 
to be in the purlins. 

50. All purlins shall be 4 inch by 10 inch long 
leaf yellow pine, surfaced three sides, stub moulded, 
dry, sound and straight grained. They shall be 
spaced on centers, as shown on detail sheets Nos. 
18 and 9, and secured to upper cord of truss by 
angles and bolts, as detailed. 

* There is no floor proper in the building — only a narrow gallery 
axonnd the sides. Author. 



SPECIFICATIONS FOR ENGINE HOUSE. 315 

51. Cover the entire roof with two (2) layers 
of heavy straw building paper, laid over the ship lap 
sheathing before putting down the tin. Each layer 
of paper to overlap and be fastened down smooth 
and flat, and to be kept free from moisture. This 
work shall be performed by the carpenter, under the 
direction of the tinner, and laid in such sections only 
as required to keep in advance of the tinners. The 
upper sheathing, paper and tin shall be laid as fast 
as the lower sheathing is nailed in place, so as to 
protect the ceiling at all times from the weather. 

52. Skylights shall be three (3) in number. Skylights, 
and framed in accordance with details for same, as 
shown on sheet No. 16 (this sheet shows details for 

the two end lights only ; the center light shall be of 
same construction, but of sufficient length to reach 
the distance of two truss centers, as per longitudinal 
elevation and roof plan). The principal posts shall 
be of 5^ inch by 5^ inch yellow pine, and shall be 
fastened to purlins with wrought iron anchor straps 
firmly bolted to both purlins and posts. The upper 
end of all posts shall be tenoned. 

53. Wall plates shall be 5^ inch by 5^^ inch 
yellow pine, and mortised to fit the post tenons, 
and all fastened together with strap iron anchors 
and bolts. 

54. The hip rafters shall be made of 4 inch by 
4 inch yellow pine and dressed four (4) sides, and 
shall be backed same as for wood sheathing, and 
upon the top of plates between heels of rafters 
spike a triangular strip of wood secured rigidly to 
the plate to receive the thrust of the skylight bars. 
The center cage shall have the necessary rafters 
shown on sheet No. 8, and be firmly bolted at apex 
through a ridge piece of 2 inch yellow pine, top edge 
of ridge beveled. 

55. Nailing girths shall be 2 inch by 6 inch 
white pine. No. i, and be firmly spiked to the 
framing. 

56. The outside shall be cased up with -|- inch 
"B" select, to form the finish above the base. A 
baseboard of i^ inches thick, "B" select, beveled 
on top edge, shall run around the entire frame and 
be firmly nailed to the casing. See clause No. 45. 

57. The inside shall be trimmed by casing up 
the posts with ^ inch thick "B'* select, fluted and 
nailing on plinth and base blocks as shown. The 
inside below the window stool shall be ceiled with 



316 



COMPLETE SPECIFICATIONS. 



CeUing 



Gallery 
Floor. 



Centers, 
Templets, 
etc. 



Frames. 



Window 
Frames. 



^ inch X 4 inch beaded **B'' ceiling, nailed on diag- 
onally, with the nails countersunk and finished at the 
bottom with a 2-inch band mould. 

58. (For specifications of skylight roof, see 
clause No. 112.) 

59. The roof ceiling shall be finished by run- 
ning a mould along the truss and purlins, forming 
the different panels, as per detail sheet No. 13. 

60. The floor of lower gallery shall be made 
of I y2 inch by 3 inch tongued and grooved first and 
second yellow pine in continuous lengths. ^ It shall 
be blind nailed to girders and the nailing joist. 

61. The nailing joist shall be 2 inch by 6 inch 
No. I long leaf yellow pine, and in continuous 
lengths from bracket to bracket and bolted to chan- 
nel bar. 

62. The floor girders shall be 3 inch by 8 inch 
No. I long leaf yellow pine, surfaced three sides, 
notched on brackets. All joints shall rest on 
brackets. 

63. The carpenters shall furnish all centers 
and templets, and shall put up and take down same. 
The centers and templets shall be made in a proper 
manner, strong and well braced. 

64. The carpenter shall set all frames, and 
verify their plumb after the brick arches are turned. 

MILL WORK. 

65. Window frames below the traveler shall 
be solid frames for top and bottom pivoted sash, and 
shall be made of form and dimensions called for by 
the drawings. The lumber used in their construction 
shall be clear, dry, and sound Wisconsin white pine, 
*»B'* select, free from knots or sap. Faces of all 
frames shall be moulded as per detail. 

66. All frames shall be given a heavy coat ot 
paint all around, including back of jambs, and shall 
be set perfectly plumb ; and the sill shall rest on a 
bed of cement mortar, ^ inch higher on the inside, 
so as to make a water tight joint. Casings, mul- 
lions, transoms, etc., shall be moulded as shown on 
details. The frames shall be put together in a 
strong manner, well and closely nailed, and the 
stop-beads fastened with i>^-inch blued round- 
headed screws. All the lumber in frames shall be 
Wisconsin white pine, **B*' select, as above 
specified. 



SPECIFICATIONS FOE ENGINE HOUSE. 317 

67. The frames shall be provided with moulded 
stool, terminating with mould against plaster. 
Mullions and jambs shall be cut down square on 
stone seats. 

6S. Stiles, heads, mullions and transoms shall 
be solid. All circular portions of frames shall be 
worked in the solid and put together with white 
lead, so as to break joints throughout, and firmly 
spiked. A 2 inch by 4 inch bond strip shall be 
spiked to all frames (except the two door and the 
two large window frames), extending from sill to 
spring of arch for anchoring same to brick backing. 
The heads of frames shall have wood blocks of 2 
inch by 4 inch by 8 inche nailed to same and spaced 
a distance of iS inches on centers. 

69. The two door and window frames above 
mentioned shall be anchored to the brick backing 
with wood blocks of bone dry white pine 4 inch by 
12 inch by 12 inch, built in the brick work, and 
spaced as shown on detail sheet No. 11. The 
frames shall be bolted to same with ^ inch by 8 
inch lag screws. The frames shall fit in a recess of 
one inch in the brick work. 

70. Inside mould and stools will not be nailed 
in place until plastering is perfectly dry. 

71. Two iron dowels shall be placed in the 
bottom of each jamb and mullion. The dowels 
shall be of i-inch round wrought iron, and sunk ij4 
inches in stone sill. 

72. All frames above the traveler shall be 
solid frames for side pivoted sash and for 13-inch 
walls, and shall be made of "B" select. 

73. All window sashes shall be of the form ^^^* 
and dimensions called for by the drawings. The 
lumber used in their construction shall be clear, dry 

and sound Wisconsin white pine ("A" select), free 
from knots or sap. 

74. All sash shall be moulded and rebated 2j£ 
inches thick, and divided into lights as shown. 
Each sash shall be neatly fitted and properly hung 
with Wollensak's plain bronze sash centers, No. 144, 
and shall be secured with bronze cupboard turns, 
and provided with casement rods or shutter holders. 
No. 8020, p. 1876, "Simmons." 

75. All transom sash that are fixed shall be 
closely fitted and secured in place with heavy coat 
of white lead in the stop joints, so that all joints 
shall be water tight. 



318 COMPLETE SPECIFICATIONS. 

76. Skylight sash shall be 2j^ inches thick, 
and divided as shown on sheet No. 16, center piv- 
oted and made water tight. 
DoorFrames. ^^^ r^^ie door frames at each end of the build- 

ing shall have rebated solid plank frames, beaded 
and moulded on outer face to match window frames. 
They shall be built in same manner as specified for 
window frames, using "B" select, and shall be 
secured to brick work in the same manner as speci- 
fied for other frames. The frame for the double 
door, south end, shall be rebated for 2^ inch doors, 
and shall have a transom bar 3^ inches thick. The 
single door at north end shall be made without tran- 
soms and shall have i^ inch rebate. 
Dcon. ^,3^ The doors at the south end shall be double, 

and each door shall be hung with four 6 inch by 6 
inch real bronze butts, rebated at center joint and 
beaded. 

79. The doors shall be 2^ inches thick and 
made of dry *'B" select, with stationary sash divided 
in lights as shown ; lower portions of the doors shall 
be paneled and moulded as shown by detail sheet 
No. 13; the panels shall be made of tongued and 
grooved % inch *'B" select, 2 inches wide, with all 
joints beaded and driven up in white lead. 

80. The single door in the north end shall be 
made of *'B" select, i^ inches thick. It shall have 
stationary sash panels, and be built as specified for 
south door. 

81. Doors shall be secured with mortise locks, 
rebated for double doors, bronze knobs, plates and 
trimmings, and flush spring bolts, top and bottom of 
real bronze. 

82. The sash in all doors and transoms for 
same shall be as specified for the window sash, 
and the transom sash pivoted and hung with the 
same kind and quality of hardware. 

83. The large sliding doors shall be made of 
the same quality of lumber as specified for the small 
doors, and in two thicknesses of i Ji inches each, mak- 
ing a total of 3^ inches, framed separately, and put 
together with white lead, and firmly screwed up 
with 3 inch screws, countersunk; they shall have 
tenoned stiles, rails and muntins; all tenons shall be 
double pinned with ^ inch white oak pins, and all 
shall be bolted together with iron rods, as shown by 
dot lines on detail sheet No. 14. The panels shall 



SPECIFICATIONS FOE ENGINE HOUSE, 



319 



Oak Brace 
Frame for 
Large 
Doors. 



be made of tongued and grooved '*B" select, 2 inches 
wide and beaded both sides. 

84. Small swing doors shall be framed into 
each large door, making four in all. They shall be 
hung with three (3) 4 inch by 4 inch real bronze 
butts, and fitted with Yale mortise locks, with keys 
to pass. 

85. Each pair of the large sliding doors shall 
have wrought iron drop bars, made of 2 inch x ^ 
inch iron, bolted at one end and made to drop into 
a hook at the other ; with a turned iron hand lift as 
shown on detail sheet No. 14. 

86. An oak brace frame for each door opening, 
having form, size and radius as shown on detail 
sheet No. 14, rounded on each edge, shall be secured 
to the brick work with expansion bolts, in ^he most 
substantial manner, and framed into a girder made 
of i^ inch by 75^ inch oak, of length equal to the 
run of both doors, and firmly bolted to the wall with 
bracketed bolts, as detailed. All to be put in posi- 
tion before plastering, in the most careful and sub- 
stantial manner. 

HARDWARE. 

87. The numbers and pages given for hard- window 
ware refer to Simmons' Catalogue. 

88. All pivoted windows shall be hung with 
Wollensak's plain bronze sash centers, No. 144, 
and secured with plain bronze cupboard turns, No. 
^535' P^S^ 1^50? ^^^ ^^^^ bronze casement stays, 
No. 8020, page 1876. Pivoted transoms shall be 
fitted with similar sash centers, and with Payson's 
solid grip transom lifts, real bronze, j4 inch by 6 
feet, No. 0336. 

89. All doors, except large sliding doors, shall Door^ 
be hung with butts, and fitted with Yale mortise 
locks and keys to pass, and top and bottom bolts for 

the double doors. 

90. The two double doors in south end 
shall each be hung with four 6-inch by 6-inch real 
bronze butts, and fitted with rebated mortise Yale 
lock, plain bronze, for 2^ inch door, with keys to 
pass, and real bronze extension flush bolts, plain, 
same as Yale pattern No. 788E., B. 34, page 1675. 

91. The single door in north end shall be hung 
with four 6-inch by 6-inch real plain bronze butts, 
and fitted with lock for i^ inch door of same kind 
as specified for double door. 



320 COMPLETE SPECIFICATIONS. 

93. The'four small swing doors that are built 
in the large sliding doors shall each be hung with 
three (3) 4 inch by 4 inch real plain bronze butts, 
and fitted with lock as specified for the north door. 

Finish. 93. The finish of all hardware shall be real 

plain bronze throughout, and all locks shall be Yale, 
with keys to pass. 

Iron Work 94. Construct for the two sets of large sliding 

Doors. *"^ doors a hanger and track as per detail sheet No. 14. 
The hanger shall be made of wrought iron 11 inches 
wide and ^ inch thick, bent to correspond with 
profile shown, and fitted with a steel track-wheel, 
turned with a groove, and necessary bearings. The 
hanger shall be firmly bolted to the doors with 
heavy screw-bolts, as shown. 

95. The track for above hanger shall be made 
of steel Z bars, 4.72 pounds per foot (Carnegie 
catalogue No. 295), with the short flange ground to 
fit groove in wheel, and the large flange firnUy 
bolted to oak girder. The track shall be equal to 
the run of both doors. These doors must be made 
to run easy and work perfectly. 

PLASTER. 

96. The side and end vyralls from the stone 
foundation to the top of the brick walls in the inside 
of the building, including window-jambs and stools, 
shall be plastered with Acme plaster, and given a 
granulated finish with white sand, applied according 
to the directions of agent. All walls shall have 
straight, true surfaces, angles plumb, jambs and 
stools plastered. Walls shall be laid off to repre- 
sent stone courses, as directed. Joints shall be 
marked off when plaster is green, and shall be ^ 
inch throughout, and cut with clean edges, the joints 
to continue around window-jambs and to be struck 
to represent arch stones over openings. 

97. A plaster base and wainscot moulding 
shall be made around the building of height shown, 
base 12 inches by i inch, chamfered on top; wain- 
scot cap, 5 inches by i inch, moulded and cham- 
fered top and bottom, as shown on sheets Nos. 3 and 4. 

PAINTING AND GLAZING. 

98. The contractor shall furnish all material 
and perform all labor necessary for the proper paint- 
ing of the building. All sap, knots, etc., of the 
wood-work shall be covered with a good coat of 
strong shellac before priming. 



SPECIFICATIONS FOB ENGI2TE HOUSE. 



321 



99. All wood-work to be painted shall be 
primed with French ochre and boiled linseed oil, 
and all iron-work shall be primed with oxide of iron 
and boiled linseed oil. All holes and cracks in the 
wood-work shall be puttied and stopped on the 
priming coat, and again before applying the last 
finishing coat. 

100. All outside wood-work, usually painted, 
shall have four (4) coats of pure white lead, ground 
in linseed oil, and mixed with pure boiled linseed 
oil. The exterior of all frames, doors, sashes, sky- 
lights, etc., shall have the last two (2) coats in 
colors, as directed by the water commissioner. 

loi. All tin and galvanized iron shall have, 
after completion, three (3) coats of Dixon's Silica 
Graphite paint, thinned with pure boiled linseed oil ; 
each coat shall be allowed to dry thoroughly before 
the next is applied. Each coat of paint on the tin 
roof must be of a different shade, and each shade 
shall be approved by the water commissioner. 

102. All of the inside wood-work, including 
sash, doors and frames, etc., shall be painted four 
(4) coats of pure white lead, ground in oil, and 
mixed with pure boiled linseed oil, brushed on 
smooth and even, and grained a perfect oak on the 
last coat, after which it shall receive a heavy coat of 
coach varnish, evenly flowed en and left in the 
gloss. 

103. The ceiling, including purlins, skylights, 
etc., shall be painted with four (4) coats of paint of 
quality specified above, and of such colors as the 
water commissioner may direct, and each suc- 
ceeding coat must be of a different shade, as per 
direction of the water commissioner. 

104. The first gallery floor shall receive four 
(4) coats of pure boiled linseed oil, and the floor 
girders shall be painted to match the iron channel 
bar and brackets. 

105. All iron and steel work before leaving 
the shop shall be thoroughly cleaned from all loose 
scale and rust, and after inspection be given one 
good priming coating of pure, raw linseed oil and iron 
oxide, well worked into all joints and open spaces. 

106. In riveted work the surfaces coming in 
contact shall be painted before being riveted together. 
Bottoms of bed-plates, bearing-plates, and any parts 
which are not accessible for painting after erection, 
shall have two coats of paint 



Primlni^. 



Oattlde 
Wood -work. 



Tin and 

Galvanized 

Iron. 



Inside 
Wood -work. 



CeiliBf. 



Wood Floor. 



Iron Work. 



322 



COMPLETE SPECIFICATIONS. 



Workman- 
ship. 



Glazing. 



Manufacture. 



Ban. 



Gotten. 



107. After the structure is erected the iron 
work, both wrought and cast, shall be thoroughly 
and evenly painted with three additional coats of 
paint, of quality specified for the wood-work, mixed 
with strictly pure linseed oil, and each succeeding 
coat shall be of a different shade, and each shade 
must be determined and approved by the water 
commissioner. 

108. The painter must see that all wood-work 
is perfectly clean before priming or painting, and 
putty up all nail heads and other defects, and sand- 
paper smooth and perfectly prepare all wood before 
applying a second coat. The whole of the painting 
work throughout to be done in the best and most 
workmanlike manner, and all paint and varnish spots 
must be cleaned off the glass, walls and galleries at 
the completion of the work, and all left clean and 
perfect, without exception. 

109. All paint must be mixed at the building, 
and under the direction of the water commissioner, 
except the priming for the iron work. 

1 10. All of the glass throughout shall be 
American, double thick, perfectly free from any 
blemish, flaw or defect. All shall be set in oil 
putty, carefully tacked with tin glazing tacks, and 
back puttied. 

111. All glass to be cleaned after glazing, and 
again after painting sash. 

SKYLIGHT ROOFS. 

112. The skylight roofs used on this building 
shall be of the Vaile & Young patent, and shall be 
adapted to the wood cage construction, as detailed 
on sheet No. 16. 

113. The bars shall be of galvanized iron, 
except the parts exposed to the weather, which shall 
be of 20-ounce copper, and the said bars must be 
rigid enough to support the glass without deflection. 
The apex shall not be finished to a point, but shall 
be fitted to the square of the size of the copper finial, 
and said finial shall fit over the apex and cover all 
joints. This finial shall be made of i8-ounce cop- 
per and furnished with the skylights. 

114. All bars not resting on rafters shall be 
wrought iron, encased with galvanized iron. 

115. All skylights shall have hanging gutters 
of 20-ounce copper, with a fall to one corner, and 



SPECIFICATIONS FOB ENGINE HOUSE. 32^ 

from this corner the water shall be conveyed to the 
main roof by means of a copper down-spout, which 
shall be furnished with the skylight. 

ii6. All glass used in the skylights shall be }i oiast. 
inch thick and ribbed. It shall be furnished by the 
manufacturers of the skylights, and it shall be set 
with special care, and under rigid inspection, and 
shall be of a continuous length. 

ROOF TRUSSES. 

117. The castings shall be made from a Cast iroa. 
superior quality of iron, tough and of even grain, and 

must conform in shape and dimensions to the draw- 
ings. Castings must be clean and perfect, without 
flaw or sand holes or defects of any kind. 

118. With the exception of the bearing plates, SoftSteeL 
the roof trussing shall be of soft steel throughout. 

119. The steel must be uniform in character. 
The finished parts must be free from cracks on the 
faces or corners, and have a clean, smooth finish. 
No work shall be put upon any steel at or near the 
blue temperature, or between that of boiling water 
and of ignition of hardwood saw-dust. 

120. All tests shall be made by samples cut 
from the finished material after rolling. All broken 
samples must show uniform fine grain fractures of a 
blue, steel grey color, entirely free from a fiery luster or 
blackish cast. Soft steel shall have an ultimate 
strength of 54,000 to 62,000 pounds per square inch; 
an elastic limit not less than 30,000 pounds per 
square inch, and a minimum elongation of 25 per 
cent, in 8 inches. 

Before or after heating to a light yellow heat 
and quenching in cold water, this steel must stand 
bending 180 degrees to a curve, whose inner radius 
is equal to the thickness of the sample, without sign 
of fracture. 

121. Specimen pieces of a size and form suit- 
able for the testing machine shall be cut from any 
plate, angle or bar, when directed by the water 
commissioner. 

122. If any specimen shall not conform to 
above requirements, all the material of the same 
form and manufacture as the piece from which this 
specimen was taken will be rejected. 

123. All rivets shall be made of soft steel, and 
the steel for rivets must, under the above bending 



324 



COMPLETE SPECIFICATIONS. 



Finish. 



Planed. 



Panching. 



RiT^ Holes. 



test, stand closing solidly together without sign of 
fracture. 
Specimen Bars! 124. For all material taken by the water 
commissioner for testing there will be added to the 
final estimate the following prices, viz. : 

For all steel, the sum of five cents per pound. 

For all cast iron, the sum of three cents per 
pound. 

All broken material to belong to the party of 
the second part. 

125. The workmanship and finish throughout 
shall be thorough and of the very best, and any piece 
or part, howe\'er perfect it may be in other respects, 
if defective in workmanship, will be rejected. 

126. That part of the bed plate on which rests 
the three eighth inch bottom plate of the truss shall 
be planed or faced to a true plane surface. All 
abutting joints in top and lower chord shall be 
planed or faced. 

127. In punching rivet holes, the diameter of 
the die shall in no case exceed the diameter of the 
punch more than one sixteenth inch, and all holes 
must be clean cut, without torn or ragged edges. 

128. All rivet holes shall be so accurately 
spaced and drilled or punched that when the several 
parts are assembled a rivet one-sixteenth inch less in 
diameter than the hole can be entered hot into any 
hole without straining the iron by drifting. Occa- 
sional variations shall be corrected by reaming. 

129. Whenever possible, all rivets must be 
machine driven. The rivets, when driven, shall 
completely fill the holes. The rivet heads shall be 
round and of a uniform size throughout the work. 
They shall be full and neatly made, and be concen- 
tric with the rivet holes, and thoroughly pinch the 
connected pieces together. The several pieces form- 
ing one built member must fit closely together, and 
when riveted shall be free from twists, bends or 
open joints. The angle irons forming the top chord 
must be bent at the different panel points to the 
proper angle. The lower chord shall have sufficient 
camber to allow for the deflection of the loaded 
truss. 

130. All bolts and nuts to be made from the 
best quality of soft steel. The nuts to be hexagonal 
and the heads square. Heads, nuts and threads to 
be standard size. All bolts shall have a washer 
under the heads or nuts, where in contact with wood. 



Rivet Work. 



Belts and 

Nuts. 



SPECIFICATIONS FOE ENGINE HOUSE. 325 

131. All rods with screw ends shall be upset ^p^^ Ends, 
at the ends so that the diameter at the bottom of the 
threads shall be one sixteenth inch larger than any 

part of the body of the bar. 

132. All the angles, filling and splice plates Annies, etc 
must fit. at their ends to the flange angles sufficiently 

close to be sealed, when painted, against the admis- 
sion of water, but need not be boat finished. 

122. To support and hold purlins in place, short Fastenini^ and 

^ f 1 • -r/ • 1 1 /- • It y • 1 Supporting 

pieces of angle iron 3J4 inches by 6 inches by |^ inch Purlins, 
shall be riveted to principals with two ^-inch rivets, 
and purlins shall be fastened to them by ^-inch 
bolts. The contractor shall furnish all bolts, each 
with one cast iron washer. 

i«4. All the bed plates under fixed and slidiner ^«'* ^l,**** 
end must be fox-bolted to the masonry with i}£ chors. 
inch bolts. The contractor must furnish all bolts, 
drill all holes and set bolts to place with cement. 

IRON GALLERY, LADDERS, ETC. 

135. The galleries shall consist of three differ- 
ent sections, as follows: 

1st. A lower or first gallery. (Sheet No. 7.) 
2d. An upper or second gallery. (Sheet No. 7.) 
3d. A balcony gallery. (Sheet No. 4.) 
Details for above galleries will be found on 
Sheet No. 17. 

136. The first gallery shall extend around the ^'""st Gallery. 
entire building on a level with grade (El. 115), and 

shall consist of brackets, railing, chains, posts, and 
wood floor. 

137. The wood floor shall be 4 feet and 2 
inches wide and made oi ij4 inch thick by 3 inch 
wide yellow pine flooring, and shall rest upon two 
girders and one channel bar, and both girders and 
channel bar shall be supported by cast iron brackets. 
The channel bar shall be 6 inches high, weighing 9^ 
pounds per lineal foot, and to this channel shall be 
bolted yellow pine nailing joists 2 inch by 6 inch ; 
the bolts shall be ^ inch, with round head, nuts 
and washers, and shall be spaced three to each 
panel. The two yellow pine girders shall be 3 inch 
by 8 inch and notched so as to seat on the top of 
brackets. 

138. Brackets shall be cast, according to detail, 
showed on sheet No. 17, and shall be firmly bolted 
to the stone-mason work with i inch by 10 inch ex- 
pansion bolts, at top and bottom of each bracket 



326 COMPLETE SPECIFICATIONS. 

The stone walls must be recessed sufficiently to give 
an even bearing for the backs of all brackets. 

139. Railing shall be made of gas pipe and 
suitable fittings connecting same, made in accord- 
ance with details. Top and bottom rails shall be i J/^ 
inch and 2 inch gas pipe; intermediate rails, i^ 
inch gas pipe; principal posts 2^4 inch, and inter- 
mediate posts 2 inch diameter cast iron. 

140. At the angle where the stairs commence 
this first gallery shall be constructed, on a radius, as 
shown on gallery plan, sheet No. 7, to make room 
for said stairway. A round hole must be made in 
this floor to suit stair column. 

141. Suitable chain fastening gates shall be 
provided at all openings in gallery with suitable 
hooks, etc., chain to be of wrought iron J^ inch in 
diameter. There shall be two chains at each open- 
ing. See sheet Xo. 7. 

^ondGtSiery* ^4^* '^^^ second gallery shall extend across 

south end of building, and terminate at one end 
with a spiral staircase, and shall consist of brackets, 
channels, railings, post and floor. The brackets 
shall be cast as per detail, shown on sheet No. 17, 
(scale, 1^^ inch), and fastened to brick work by an 
expansion bolt at the foot and a bearing plate at the 
head. Upon these brackets shall rest a six inch 
channel bar weighing 93-^ lbs. per lineal foot, and 
another bar of same size and weight shall be fastened 
to the brick work by expansion bolts. Upon these 
two channels the cast floor plates shall take their 
bearing. The railing, posts, etc., shall be made the 
same as specified for the first gallery. For a plan 
of this second or upper gallery, refer to sheet No. 
7. The floor plates shall each be cast with three 
ribs; said ribs shall be spaced on centers, according 
to the length of the floor plates, and shall be located, 
one on each extreme edge and one in the center; all 
3 inches deep and i inch thick. 

5,^j„ 143. Winding stairs shall consist of cast iron 

center column, treads, rail and newels. 

144. The center column shall be cast ^ inch 
metal and be 7 inches in diameter, terminating at 
upper end with a newel, as shown on sheet No. 17. 

145. The center column shall be supported by 
two 12 inch steel I beams, 42 pounds per foot, 
located diagonally across one corner of the stone 
foundation, with bolts and separators, and set in 
place before commencing the brick work. The col- 



SPECIFICATIONS FOR ENGINE HOUSE. 327 

umn shall have a square u*on flange on the lower 
end of I inch metal, and said flange must be firmly 
bolted to the steel I beams. 

146. Steps or treads shall be cast without 
risers, but shall have thimble height of step, cast on 
each step, with tread nosing continued around. 

147. These thimbles shall have freedom fig- 
ured on drawing, and the vacant space shall be well 
and thoroughly calked with sulphur. 

148. Steps shall be cast of ^ inch metal, dia- 
mond pattern tread. Each step-thimble, bracket 
and flange shall be cast in one piece, each step 
being bolted to the next at connections. The first 
risers shall be housed into the wood floor, if neces- 
sary. 

149. Stair rail shall be made of 2 inch gas 
pipe, bent to proper sweep and curve, terminating 
top and bottom at newels. Newels shall be cast 
iron ^ inch metal. All shall be executed according 
to drawings, each and every portion put up, bolted 
and secured in the strongest and most workmanlike 
manner, and to the satisfaction of the water commis- 
sioner. 

150. The third or balcony gallery shall be con- Balcony G»i. 
structed of wrought iron brackets, made of J^ inch 

by 2 inch metal, and fastened to the brick work with 
expansion bolts. It shall be provided with an oak 
tread board. This tread board shall be furnished 
by the carpenter and put in place by the gallery 
contractor. 

151. This balcony shall extend across north 
end of building, as shown on section plan No. 4. 

152. Two wrought iron ladders with Yz inch Ladders, 
by 2 inch sides and ^ inch round rungi, passing 
through side pieces and riveted, shall be furnished, 

put in place and properly secured. One ladder to 
start on the first or lower gallery and extend up 
and through the balcony gallery as per drawings. 
One ladder shall be located on the exterior of the 
building and commence about 10 feet from the 
ground and extend upwards to and be anchored into 
the fire-wall coping, as shown on elevation sheet 
No. I. The details for these iron ladders will be 
found on sheet No. 17. 

153. There shall be cast and set in place cast Doorsnis. 
iron door sills for the doors in the north and south 

ends and the two large doors in each side. 

22 



328 



com:plete specifications. 



Hand Rail 



Trmreler 

Track« 



154. Sill for the south door shall be 5 feet S 
inches long and 3 feet 4^ inches wide, ^ inches 
thick, and cast in diamond pattern, with door saddle 
and seats for wood frame drilled for ^ inch expan- 
sion bolts. 

155. Sill for the north door shall be 3 feet 6 
inches long and 3 feet 4^ inches wide, cast same as 
specified for south door. 

156. Sills for the large doors shall be cast dia- 
mond pattern, i inch thick, and shall have a square 
flange on outside and inside edge as shown. These 
sills shall be cast in three separate sections, as shown 
and figured in sheet No. 17. 

157. A hand rail made of i}{ inch gas pipe 
shall be provided and put in place and continued 
aloncr both sides of the buildins: its entire lensth. 2 
feet 6 inches above the traveler I beam. This rail- 
ing shall project from the wall 6 inches, and be firmly 
bracketed to the wall at sufficient inter\^als to insure 
ample stiffness. The ends shall be secured to the 
wood window frames. See sheet Xo. 3. 

1 58. The traveler track shall consist of an iron 
I beam, S inches in height, and weighing 34 pounds 
per lineal foot. Carnegie catalogue. No. S C, page 
22. extending: the entire leng^ of building: on each 
side. It shall be firmly bolted to the stone sill course 
with ^ inch expansion bolts, and the space between 
the web of beam and sandstone sill shall be filled 
with hard burned brick, laid in the best of cement 
mortar. 

159. Upon the top flange of this 8 inch I beam a 
flat top steel rail, weighing 52 pounds per lineal yard, 
shall be bolted, extending the entire length on both 
sides of the building. This rail must be drilled in 
each flange, and these flanges bolted with ^ inch 
bolts into the flanges of the I beam. The rail shall 
be connected at joints with fishplates and bolts. 

160. Two S-inch I beams, weighing 34 pounds 
per foot, with bolts and separators, shall be built 
in brick work, as shown on plan and specified in 
clause No. 31, and covered witii a ^-inch iron plate. 

GENERAL CLAUSES. 

Finish 161. All of the materials and work required 

Complete. ^^^ ^^^q full completion of the building herein soeo- 
fied, to the entire satisfactio'^ ot me wacer commis- 
sioner, shall be furnished and done by the contractor, 
and should anything not mentioned within this spec- 



I Beams In 
Side Walls. 



SPECIFICATIONS FOR ENGINE HOUSE. 



329 



Public Safety. 



Erection. 



ification be necessary to fully complete the work, 
the same shall be furnished and done without extra 
charge. 

162. No masonry work of any description F'»"o«« 
shall be laid in freezing weather, except with special 
permission of the water commissioner. 

163. All unfinished work shall be properly 
protected from injury by frost. 

164. Any masonry work found damaged by 
frost shall be taken down and rebuilt at the cost of 
the contractor. 

165. When the work is completed, the build- Cleaning np^ 
ing, substructure and surrounding grounds shall be 

cleared of all rubbish caused by construction, and 
left in a neat and presentable condition for imme- 
diate use. 

166. Measures shall be taken by the contract- 
or, whether required by city ordinance or not, to in- 
sure the safety of the public, by such precautions of 
fencing, watching, lights, etc., as the exigencies of 
the case may call for. 

167. The contractor shall furnish, at his own 
cost and expense, all necessary centering and scaf- 
folding, and remove same at the completion of the 
work. 

168. Due facilities must be afforded the water 
commissioner for giving the lines, grades and points, 
and all stakes or marks given by him must be pre- 
served undisturbed. 

169. The contractor shall keep on the work, 
accessible at all times, the plans furnished him by 
the water commissioner, and a copy of these spec- 
ifications. 

170. At all times, when work is in progress, 
there shall be a foreman or head workman on the 
grounds. 

171. Necessary conveniences shall be construct- 
ed for the use of the contractor's employees, and dur- 
ing the progress of the work herein specified the 
contractor shall not use or interfere in any manner 
with the present buildings, pipes or appurtenances 
of the waterworks. 

172. The use of the railroad tracks and switch- 
es belonging to the waterworks will be permitted 
to the contractor for the work herein specified at 
such times only as will not interfere with the deliv* 
ery, switching and handling of coal cars. 



330 



COMPLETE SPECIFICATIONS. 



Examination 
of work. 



173. Particular care must be exercised in the 
protection of all finished work as the building pro- 
gresses, such as exterior projections, cut stone, iron 
stairs and galleries, etc., which must be fully pro- 
tected from injury or defacement during the erection 
and completion of the building. 

174. The erection shall be carried on in such 
manner as will in no way interfere with the erection, 
completion and operation of the pumping engines or 
machinery. The extra cost of handling the erection 
in this manner must be included in the sum bid for 
the work. 

175. The directions of the water commissioner 
as to the disposition of building materials and loca- 
tion of sheds, temporary buildings, etc., must be 
strictly obser^-ed. 

1 76. Whenever required by the water com- 
missioner, the contractor shall furnish all facihties 
and labor to make an examination of any work, com- 
plete or in progress, under this contract. If the 
work so examined is found defective in any respect, 
or not in accordance with this contract and specifica- 
tions, the contractor shall bear all expenses of such 
examination and of satisfactory reconstruction. If 
the work so examined is found to be in accordance 
with the contract and specifications, the expense of 
the examination and reconstruction will be estimated 
to contractor at a fair price, to be determined by the 
water commissioner. M. L. H. 

171. General Specifications for Railroad Concrete 
Work. Cement concrete masonry, either with or without re- 
inforcement with steel bars, is coming into such general use 
that a stone masonry specification in former editions of this 
work is here replaced by a general specification for railway 
concrete construction (not reinforced by steel rods), these being 
now in use (1902) by the Illinois Central Railway Company. 

FOUNDATIONS AND EXCAVATION. 

I. C offer dams, where necessary as a protection against 
water in adjacent streams, etc., shall generally be built in ac- 
cordance with detailed plans to be furnished in connection with 
each piece of work. Such cofferdams may consist of substan- 
tial or lighter structures in accordance with the amount of pro- 
tection required or the risk to be incurred. 



SPECIFICATIONS FOR RAILROAD CONCRETE WORK. 331 

A — The more substantial cofferdams shall be built by driv- 
ing rows of piles, spaced from three to five feet apart, centers; 
these to be securely connected together by lines of horizontal 
waling bolted on the outside, and sheet piling to be driven 
outside of these waling pieces and spiked or bolted to them as 
may be necessary. The sheet piling may consist of two rows 
of plank, the outer covering the joints between the inner planks 
— each row driven separate — or they may consist of a combina- 
tion pile, made up of three pieces of plank, so built together as 
to make a tongued and grooved structure. In extreme cases, 
two rows of piles and two rows of sheeting would be used and 
a "puddling" of clay, or other suitable miaterial, filled in be- 
tween the two rows of the cofferdams. 

B — Except in exposed situations piles may be omitted, and 
rows of sheet piles secured to waling timbers and properly 
braced, may serve the purpose of the cofferdam. In all cases 
all material for the cofferdam shall be furnished by the con- 
tractor, and shall be paid for by the lineal foot of pile furnished 
and driven, and thousand feet B. ^I. of timber, boards and 
planking used in the work; these prices to include bolts, spikes 
and all iron work required to hold same in place. 

C — Generally such portions of cofferdams as do not ob- 
struct the free flow of the water and are below ordinary low 
water may be left in the work. Portions of cofferdams extend- 
ing above this level will generally be removed, and the cost of 
such removal is to be included in the prices named by the con- 
tractor for this work. 

It must not be inferred by the contractors that cofferdams 
are not deemed necessary because not shown on the general or 
detailed plans. The contractor shall take up the question of 
their construction with the proper engineering authority, who 
shall determine the extent of cofferdam (or sheeting), bracing, 
etc., required, the work being constructed and paid for as de- 
scribed in other portions of the specifications. 

2. Excavation — Either inside of cofferdams or in open 
pits, shall be taken down to such depth as may be specified by 
the engineer in charge. The contractor shall be prepared to 
sheet the sides of such excavation where cofferdams are not 
used, and to put in proper bracing to protect the same from 
caving: all timber and plank used for such sheeting to be paid 
for at the rates named for cofferdam material. 

A — All excavated material shall be placed where it is avail- 
able for filling, either in adjacent embankments, or around the 
masonry when completed; and such back filling as may be re- 
quired against abutments, arches, etc., and which can be done 



332 COMPLETE SPECIFICATIONS. 

with the excavated material, shall be done by the contractor, 
and shall be covered by the price paid for excavation. 

B — No allowance shall be made on account of slope to 
sides of excavations where the same are made in material al- 
ready compacted, the contractor being expected, as above speci- 
fied, to carry down the excavation to the proper depth, and to 
protect the same by sheeting and bracing. Where excavations 
are required to be made in loose or uncompacted material (in- 
cluding sand or sandy soil), the engineer in charge shall make 
a proper allowance for slope in such material, and shall measure 
all material removed in making such slope, as a portion of the 
excavation. The price paid for sheeting, bracing, etc., is to 
include the whole value of the material, the same being left in 
the work, if necessary, either as a mold for the concrete founda- 
tion, or as a protection against caving, during the process of 
excavation or of putting in the concrete. 

C — If the contractor deposits any excavated material where 
it will obstruct the water-way or ditches adjacent to railroad 
embankments, or in any place not fully approved by the engi- 
neer in charge, he shall, at his own expense, remove the same 
before the completion of the work, and place it as may be di- 
rected by the engineer, or if the same is not done promptly upon 
the request of the engineer or inspector in charge of the work, 
it may be done by the railroad company's employees, and 
charged to the contractor and deducted from his estimates. 

D — Excavation shall be classified as follows : 

a. Dry excavation, including all materials which can be 
handled without pumping, and with which no water is mixed. 

b. Wet excavation, including all material removed from 
cofferdams or pits, where pumping is required, or where water 
accumulates, either by seepage or from floods occurring during 
the progress of the work. The price paid for wet excavation 
is intended to cover the cost of all pumping which may be re- 
quired, and shall include furnishing such pumping machinery 
as may be necessary for the work. 

Where there is a rock foundation within reasonable dis- 
tance below the surface of the ground, the excavation shall be 
carried down to the rock, and the surface of the same shall be 
roughly leveled either throughout the whole area of the founda- 
tion, or by making steps or benches at different elevations, 
separated by vertical risers; all loose rock, shale, clay, mud, etc., 
being removed before putting in the foundation concrete. 
Should water enter freely along the surface of the rock, the 
foundation may be prepared in sections, the concrete being filled 
in upon the rock surface, as each section is prepared for the 
same. 



SPECIFICATIONS FOR KAILROAD CONCRETE WORK. 333 

Care shall be taken that no clay, mud or earthy matter 
adheres to the rock or to the vertical joints between separate 
concrete sections, the object being to make a monolithic mass 
of the whole foundation, and to have the same cemented firmly 
to the rock. 

c. Rock excavation, which shall include all solid rock, 
blasted or otherwise removed from the foundation, or all bould- 
ers or pieces of loose rock, weighing over fifty (50) pounds 
each. 

CONCRETE MATERIALS. 

3. Concrete Materials may be classified as follows: 

A — Crushed Limestone , which shall be made by crushing 
tough, hard, clean limestone and screening same through two- 
inch meshes or holes. 

The Engineer or Inspector in charge shall reject crushed 
limestone which may have any of the following defects : 

a. Containing more than one (i) per cent, of earthy or 
clayey matter. 

h. Containing more than twenty (20) per cent, of fine 
stone or stone dust, less than one-half (1-2) inch in size. 

c. Containing more than five (5) per cent, of soft or 
rotten limestone which can be crushed or powdered up in the 
fingers. 

d. Containing more than ten (10) per cent, of flat stone 
larger than two (2) inches in greatest dimension. 

e. Containing more than fifteen (15) per cent, of crushed 
stone larger than specified (passing through a two (2) inch 
mesh), unless there be an equal amount of fine material less 
than one-half (1-2) inch size. 

f. If any of the five classes of defective stone above named 
can be modified by mixture with additional material or by 
breaking large stone by hand, its use may be permitted under 
the direction of the Engineer or Inspector in charge. 

g. The use of clean gravel in place of not more than one- 
half (1-2) of the specified amount of crushed limestone may be 
permitted at the option of the Chief Engineer, or his authorized 
representative: but the work shall be done under such special 
instructions as shall be given in each individual case, depending 
on the quality of the gravel used and other existing conditions. 

B — Crushed Granite. This shall generally be used of two 
sizes : a fine crushed granite, to be used as a substitute for sand, 
and a coarser size, particles of which are not larger than three- 
fourths inches in greatest dimensions, and to be used as a 
substitute for crushed limestone in making bridge seats, pedes- 
tal stones, etc. All crushed granite shall Jbe clean, entirelv free 
from dust and earthy or clayey matter, and each grade shall 



334 COMPLETE SPECIFICATIONS. 

be of practically uniform size. This material shall always be 
handled on platforms or plank, or in some way kept entirely 
free from admixture of earth, sand, etc. 

C — Sand for concrete shall consist of clean, sharp sand 
("pit" or "bank" sand being preferred), and sand shall not be 
rejected if containing occasionally pieces of small gravel. A 
sand is preferred which will not pass through a sieve having 
thirty meshes to the inch. Sand shall be free from earth or 
alluvial matter: and, when tested by stirring with water or by 
rubbing in the hands, shall not show the existence of more than 
one-half of one per cent, of loam, clay or earth. Xo sand shall 
be used for the outside finish of any concrete which contains 
small particles of coal or of lignite, although sand of this char- 
acter may be accepted for foundation concrete, or for the in- 
terior portion of any heavy piece of concrete work. 

D — Cement shall in all cases be approved by the Engineer 
of Bridges, and the Inspector in charge of the work shall re- 
ceive a written approval before permitting concrete to be made 
from any cement delivered. Where possible, cement shall be 
delivered in time to have sam.ples properly taken and sent to 
the office of the Engineer of Bridges, for making the usual 
one-day and seven-day tests of neat cement. Contractors shall 
provide storehouses at the site of the several pieces of work in 
which to unload and store cement. Cement which is delivered 
on board cars must be unloaded promptly and stored in such 
warehouses, and the cars returned to the company's service. 
In no case will it be permitted to retain box cars on the work 
for the storage of cement. Cars which may be so held shall 
be charged to the contractors at the rate of one dollar (Si.oo) 
per day for each day after the second day so held unloaded. 
Contractors shall be responsible for the proper care of this 
cement after it has been received and stored, and any cement 
injured through carelessness or neglect shall be rejected 
promptly by the Inspector in charge. Xo brand of cement 
shall be used in any concrete work which has not been ac- 
cepted in writing by the Engineer of Bridges, such acceptance 
to be based upon regular tests, where possible. The Inspector 
shall, from time to time, make small pats of pure cement, and 
of cement mixed with sand, to satisfy himself that the cement 
actually used is of uniform character, and has not been in- 
jured by exposure to weather or in any other way, and may 
reject any cement which is wet or lumpy, or which fails to set 
properly in sample pats, and the contractor shall remove the 
same promptly from the work. 

4. Natural Cement Concrete may be used where founda- 
tions are entirely submerged below low water mark or where 



SPECIFICATIONS FOR RAILROAD CONCRETE WORK. 335 

there is no risk of the same being- exposed to the action of the 
weather by cutting away the surrounding earth. Natural 
cement concrete, however, shall be used only where a firm and 
uniform foundation is found to exist after excavations are com- 
pleted. In all cases where foundations are liable to be exposed 
to the action of the water, or where the material in the bottom 
of excavations is soft or of unequal firmness, Portland cement 
concrete must be employed for foundation work. 

(See specification for using railroad iron in foundation.) 
(Par. No. i6.) 

5. Natural Cement Concrete shall usually be made in the 
proportions (by measure) of one part of approved cement to 
two parts of sand and five parts of crushed stone, all of char- 
acter as above specified. For Portland cement concrete foun- 
dations one part of approved cement, three parts of sand and 
six parts of crushed stone may be used. Wherever in the judg- 
ment of the Engineer or Inspector in charge of the work, a 
stronger concrete is required than is above specified, the pro- 
portions of sand and crushed stone employed may be reduced, 
a natural cement concrete of one, two and four, and a Portland 
cement concrete of one, two and five being substituted for those 
above specified. 

6. Portland Cement Concrete for the bodies of piers and 
abutments, for all wing-walls for same, and for the bench walls 
of arch culverts shall generally be made in the proportions (by 
measure) of one part of cement, two and one-half parts of sand 
and six parts of crushed stone. Where special strength may 
be required for any of this work, concrete in the proportions 
of one, two and five may be used ; but all such cases shall be 
submitted to the judgment of the Engineer of Bridges, before 
any change from the usual specification is to be allowed. 

7. For Arch Rings of arch culverts and for parapet head 
walls and copings to same, Portland cement concrete^ in pro- 
portions of one, two and five, shall generally be used. Con- 
crete of these proportions shall also generally be used for para- 
pet walls behind bridge seats of piers or abutments, and for the 
finished copings (if used) on wing walls of concrete abutments, 
also for arch work in combination with I-beams or in combi- 
nation with iron work for transverse loading. 

8. Bridge Seats of piers and abutments and copings of 
concrete masonry which are to carry pedestals for girders or 
longer spans of iron work, shall generally be made of crushed 
granite and Portland cement, in the proportion (by measure) 
of one part of approved cement, two parts of fine granite screen- 
ings, and three parts of coarser granite screenings, the larger 



336 COMPLETE SPECIFICATIONS. 

of which shall not exceed three-fourths inch in greatest di- 
mension. 

8a. Jacketing Work shall consist of concrete in propor- 
tions of one (i) part of cement, two (2) parts of sand and 
either four (4) or five (5) parts of fine crushed stone (selected, 
if necessary, so that the largest pieces shall not be over one and 
one-half (i^) inches in greatest dimension). This material 
shall be used as a coating over masonry which is in bad con- 
dition, the thickness to be used varying from a minimum of 
four (4) inches to a maximum of, say, ten (10) inches, and 
generally averaging at least six (6) inches in thickness. It 
shall also be used for linings of tunnels or culverts in which 
the masonry is defective, or where added strength is required. 
This material shall be placed in molds which shall generally 
be built slightly in advance of the work. Special pains shall 
be taken in placing and ramming this material, so as to produce 
a smooth exterior finish, and to fill completely all crevices 
either small or large in the old masonry. No facing mortar 
will be required in this work, but a finished face shall be pro- 
duced by spading and working the fine material of the concrete 
next to the mold. Material of this character shall be paid for 
by the cubic yard at a special price to be named in the proposal. 

MIXING CONCRETE. 

9. All concrete must be mixed on substantial platforms 
of plank or boards securely fastened together, so that the var- 
ious materials of the concrete can be kept entirely free from 
admixture of foreign matter. Hand-mixed concrete shall not 
be made in batches of more than one yard in each batch. The 
proper amount of the several kinds of material shall be meas- 
ured in some wav which is entirely satisfactory to the Eng^ineer 
or inspector in charge of the work, so that they may be satisfied 
that the requisite proportions of each kind of material are de- 
livered for each batch of concrete. Satisfactory methods of 
measurement will be the use of headless and bottomless barrels 
for measuring sand and broken stone; the use of boxes into 
which the sand and stone may be cast and leveled oft (the 
boxes then being removed), or the use of square and uniform 
sized wheelbarrows, expressly designed for this purpose. The 
measurement of sand and broken stone in the ordinary shallow, 
round bottom wheelbarrow will not be considered satisfactory, 
and shall not be permitted. 

10. The detail of mixing concrete by hand shall be gener- 
ally as follows : the proper amount of sand shall be measured 
out and spread upon the concrete platform, and the proper 
amount of cement shall be delivered and spread upon the same ; 



SPECIFICATIONS FOR RAILROAD CONCRETE WORK. 337 

the sand and cement shall be turned over dry, either by means 
of shovels or hoes, until they are evenly mixed. They shall 
then be wet and made into a rather thin mortar, and shall then 
again be spread into a uniform and thin layer upon the con- 
crete platform. The proper amount of concrete stone (the 
same having been previously drenched with water) shall be 
spread upon the mortar, and the whole shall be turned over at 
least twice, either by shovels or hoes, before it is loaded into 
wheel-barrows, or in any other way taken to be placed in the 
work. In wetting the mixture of sand and cement to make the 
mortar, and in wetting the subsequent mixture of stone, sand 
and cement (if necessary), a spray or sprinkler shall be used. 
The water must not be dashed upon the mass in buckets or large 
quantities, or by means of a jet. The inspector shall insist that 
the resultant mixture of sand, cement and stone is as nearly as 
possible uniform in character, the mortar being equally distri- 
buted throughout the mass of the stone. The inspector shall 
also see that the mixture is neither too wet nor too dry. It 
should be of such a consistency that, when thoroughly rammed, 
it will quake slightly, but it should not be thin enough to quake 
in the barrow, or before ramming. The inspector shall satisfy 
himself that the proper proportions of cement, sand and stone 
are used, checking from day to day or from time to time with 
the total amount of each which is received and used. 

11. Machine-mixed concrete shall be made of the same 
general consistency as the hand-mixed concrete above specified. 
Proper precautions shall be taken to see that the requisite pro- 
portions of the difiFerent ingredients are used. If machines are 
used which are not provided with devices to deliver each of 
them, the process of making the concrete shall generally be as 
follows : The proper amount of sand, cement and stone for a 
batch not to exceed one yard of concrete shall be delivered on the 
platform, and roughly mixed together so that when the dry mass 
is cut down and delivered to the mixer by means of shovels, 
proper amounts of each of the ingredients are handled in each 
shovelful. 

It will not be regarded as a satisfactory process to deliver 
crushed stone, sand and cement at random to the mixer, with- 
out taking some special means, as above described, to insure 
the delivery of the proper quantities of each ingredient as nearly 
as may be simultaneously. 

MOLDS. 

12. Molds of substantial character shall be made in which 
to construct all concrete work. The material for these molds 
shall be furnished by the contractor, and the expense of furnish- 



338 COMPLETE SPECIFICATIONS. 

ing this material and of constructing and removing all molds 
shall be covered in the price per yard paid to the contractor for 
the several classes of concrete work called for. The face of the 
mold next to the concrete shall be finished smooth, planks which 
are dressed at least on one side being employed for this purpose. 
Material for the molds shall be of sufficient thickness, and the 
frame holding them shall be of sufficient strength, so that they 
shall be practically unyielding during the process of filling, 
tamping, etc. The different parts of the frame work for the 
mold may be fastened together, if desired, by tie rods or wires 
extending through the concrete. If tie rods are used they shall 
be so designed that no iron w^ork will be left outside of the con- 
crete or within less than two inches from the face of the same 
when the molds are removed. This may be accomplished by 
sleeve nut connections which will permit the removal of the 
projecting ends of bolts or rods, etc., leaving only small holes in 
the concrete which can be stopped with pointing mortar after 
removing the molds. Another satisfactory method of brac- 
ing molds is to construct them with cross ties between the front 
and back, these ties to be placed at frequent intervals above the 
lower portion of the mold and to be removed as the concrete 
is built up, the studding out of which the molds are constructed 
being sufficiently long to extend above the top of the finished 
masonry, and at least one set of ties being used above this level. 
In general 2-inch plank, sized to approximately if inch thick- 
ness, shall be used for the facing of all molds, and studding for 
frames shall be placed at intervals not more than 4 ft. apart. 
The planking forming the lining of the molds shall invariably 
be fastened to the studding in perfectly horizontal lines, the 
ends of these planks shall be neatly butted against each other, 
and the inner surface of the mold shall be as nearly as possible 
perfectly smooth, without crevices or offsets between the sides 
or ends of adjacent planks. Where planks are used a second 
time, they shall be thoroughly cleaned, and, if necessary, the 
sides and ends shall be freshly jointed so as to make a perfectly 
smooth finish to the concrete. 

13. The molds for projecting copings, bridge seats, para- 
pet walls, and all finished work shall be constructed in a first- 
class, workmanlike manner, and shall be thoroughly braced and 
tied together, dressed surfaces only being exposed to the con- 
tact of concrete, and these surfaces shall be soaped or oiled if 
necessary, so as to make a smoothly finished piece of work. 
The top surfaces of all bridge seats, parapets, etc., shall be made 
perfectly level, unless otherwise provided in the plans, and shall 
be finished with long, straight edges, and all beveled surfaces 
or washes shall be constructed in a true and uniform manner. 



SPECIFICATIONS FOR RAILEOAD CONCRETE WORK. 339 

Special care shall be taken in the construction of the vertical 
angles of the masonry, and where I-beams or other iron work 
are not used in the same, small wooden strips shall be set in the 
corners of the mold, so as to cut off the corners at an angle of 
forty-five (45) degrees, leaving a beveled face about one and 
one-half (i^) to two (2) inches wide, instead of a right 
angled corner. - 

14. Where wing walls are called for which have slopes 
corresponding to the angle of repose of earth embankments, 
these slopes shall be finished in straight lines and surfaces, the 
mold for such wing walls and slopes being constructed with 
its top at the proper slope, so that the concrete work on the slope 
may be finished in short sections, say from three to four feet 
in length, and bonded into the concrete of the horizontal sec- 
tions before the same shall be set, each short section of sloped 
surface being grooved with a cross line separating it from adja- 
cent sections. It will not be permitted to finish the top surface 
of such sloped wing walls by plastering fresh concrete upon 
the top of concrete which has already set, but the finished work 
must be made each day as the horizontal layers are carried up, 
to accomplish which the mold must be constructed complete 
at the outset : or, if the wing wall is very high, short sections of 
the mold, including the form for the slopes, must be completed 
as the horizontal planking is put in place. 

15. Foundation concrete may be put into excavations 
without the use of molds, provided the sides of the excavation 
are reasonably true and the material is sufficiently firm, so that 
the concrete may be rammed thoroughly without yielding of 
the adjacent earth. Where a cheaper kind of concrete is used 
for foundation work, the top of the same shall be finished 
smooth and level, the corners and edges being thoroughly ram- 
med and compacted, and the whole surface filled full of mortar. 
It will not be satisfactory to leave a honey-combed surface or 
one on which a lot of loose concrete stone is left scattered about. 

It is not expected that the surface of such foundation work 
shall be accurately leveled unless cut stone masonry is to be 
built upon it, but the Inspector must insist that that portion of 
such foundation concrete which projects outside of the masonry 
which is to be built upon the foundation must be thoroughly 
rammed and compacted, and must have a finished surface. If 
this cannot be accomplished without constructing a mold for 
the upper portion of such foundation, the contractor shall fur- 
nish material and construct such mold, and the cost of the same 
shall be included in the price of the foundation concrete. 

16. Iron Rails to be furnished by the Railroad Company 
shall be laid and imbedded in such manner as may be specified 



340 COMPLETE SPECIFICATIONS. 

in such foundation concrete as in the opinion of the engineer 
of bridges needs such strengthening, and no extra charge, ex- 
cept the actual cost of handHng the same, shall be made by the 
contractor for such work, but the volume of such iron shall be 
estimated as concrete. 

1 7. Where I-beams are to be placed in the angles of con- 
crete piers as a protection against ice, drift, etc., these shall be 
set up and securely held in position so that they will extend one 
foot or more into the foundation concrete. The planking of 
molds shall be fitted carefully to the projecting angles of these 
I-beams and small fillets of wood shall be fitted in between the 
inner faces of the mold and the rounded edges of the I-beam, 
flanges so that no sharp projecting angle of concrete will be 
formed as the work is constructed. 

These fillets may be made in short pieces and fastened 
neatly into the mold as the layers of concrete are carried up. 
Such I-beams will generally be furnished of sufficient length 
to extend at least six inches above the top of the battered ma- 
sonry into the concrete copings, and special pains shall be taken 
to tamp the concrete thoroughly around the I-beams, and to 
finish the coping above and around the ends of the same, so as 
to make a compact and solid bearing against the iron work. 

1 8. Where anchor bolts for bridge seat castings are re- 
quired, they shall be set in place and held firmly as to position 
and elevation, by templets, securely fastened to the mold and 
framing. Such I-beams and anchor bolts shall be embedded in 
the concrete work without additional expense beyond the price 
to be paid per yard for the several classes of concrete in which 
such iron is placed, the volume of iron being estimated as 
concrete. 

19. After the work is finished and thoroughly set, all 
molds shall be removed by the contractor. They shall gener- 
ally be allowed to stand not less than forty-eight hours after 
the last concrete work shall have been done. In cold weather, 
molds shall be allowed to stand a longer period before being 
removed, depending upon the degree of cold. No molds shall 
be removed in freezing weather, nor until after the concrete 
shall have had at least forty-eight hours, with the thermometer 
at or above 40 degrees F., in which to set. 

PLACING CONCRETE. 

20. Concrete shall generally be placed in the work in 
layers not exceeding six inches in thickness, and, in general, 
one layer shall be entirely completed before another one is com- 
menced. If delivered by wheel-barrows it shall be dumped as 
closely as possible where required, so as to avoid as much as 



SPECIFICATIONS FOE RAILROAD CONCRETE WORK. 34] 

possible the handling or turning over the same by means of 
shovels within the excavation or mold. Where it is not practi- 
cable entirely to complete one layer before commencing a second 
one, a plank, six inches wide or more, shall be securely fastened 
into the excavation or mold, against which the end of the layer 
of concrete shall be rammed, thus providing for a vertical joint 
in this layer of concrete, and if a second layer has to be stopped 
short of the full length of the work, a second cross plank, placed 
at least one foot back from the end of the first layer, shall be 
secured to the excavation or to the mold, against which to ram 
the second layer of concrete. Layers of concrete masonry must 
not be tapered off in wedge-shaped slopes, but must be built 
with square ends in the method above described, and the sur- 
face of each projection shall be finished hard and smooth, and 
flushed full of mortar, no porosities or loose stone being left 
thereon. Layers must not.be made of greater thickness than 
six inches, unless specially permitted, and each layer must be 
thoroughly rammed, and the concrete must be of such consist- 
ency that heavy ramming will produce a slight quaking action. 
In other words, the concrete must be so thoroughly compacted 
that there will be no pores or open spaces between the stone 
of which it consists, which are not thoroughly filled with mortar. 

The inspector shall insist upon the thorough compacting 
and ramming of all concrete, and shall see that a sufficient 
number of men, furnished with suitable rammers, are assigned 
to this work. Enough men shall be employed ramming, so 
that each batch may be spread and rammed before another batch 
is dumped within the mold. The ramming must be completed 
as the work progresses. 

21. Foundation concrete, if put into excavations which 
are not protected by molds, need not have any special atten- 
tion given to the finish of the concrete against the earth around 
it. Where it is necessary to use molds in the construction of 
foundation work, the finer material of the concrete shall be 
worked to the outer portion of the mass against the molds, so 
as to insure the filling with mortar of all pores or open spaces 
between the concrete stone. As before described, the top sur- 
face of all foundation concrete shall be finished, so that no 
loose stone or open and porous places are left upon the same, 
especially in the portions of the foundation which project out- 
side the upper portion of the work. If necessary, the Inspector 
shall have the contractor make batches of mortar, consisting of 
one part of cement to three parts of sand, the same being 
thoroughly mixed, and shall cover the whole surface of the 
foundation concrete with enough of this mortar to flush full 
all such open, porous places. 



342 COMPLETE SPECIFICATIONS. 

22. A Facing of Mortar, consisting of one part of cement 
(by measure) to two parts of sand, shall be put in next to the 
molds, for all Portland cement concrete work for piers, abut- 
ments, arches, wing walls, parapet walls, and any other places 
where directed by the engineer in charge, to form a finish for 
all such parts of the above classes of work as are to be exposed 
to the weather, or which are liable to become so exposed. A 
similar facing shall be used for the top surface of all concrete 
masonry not finished with granitoid work, and such surfaces 
shall be finished in the style of sidewalk work. 

It is not intended to use such a facing on the backs of abut- 
ments or wing walls, against which earth filling is to be placed, 
and where the same must necessarily be maintained, but the 
same shall be used for the faces and for the upper twelve inches 
on the backs of all wing walls, for the backs of parapet walls, 
for the intradbs of all arch work, and as a plastering on the out- 
side of the same, and in all such places where the washing away 
of earth may expose concrete work to the action of the weather. 
It is not intended to use such facing for any copings, bridge- 
seats, parapets, etc., which are to be of granitoid construction. 
The exact thickness of one and one-half inch for this facing 
shall be secured in the following manner: A piece of sheet 
iron six inches in width (the height of one course of concrete), 
and of any convenient length, say from six feet upwards, hav- 
ing small angle irons, the projecting leg of which shall be one 
and one-half inches in width riveted to its face, at intervals of 
about two feet, and provided with handles standing above the 
upper edge at or near each end, shall be furnished by the con- 
tractor for use at each piece of work where necessary. This 
piece of iron plate, if placed with the projecting angles against 
the face of the mold, will leave a space of one and one-half 
inches between it and the mold. This space shall be filled with 
the mortar required for the facing, which mortar shall be mixed 
in. small batches from time to time as needed for the work. 
When the space between the iron plate and the mold is filled 
and tamped with a shovel or other tool to insure complete filHng 
of the whole space between the iron plate and the face of the 
mold, and when the layer of ordinary concrete is backed up 
against this iron plate, it is to be withdrawn by means of the 
handles and the whole mass of concrete rammed in one uniform 
layer. The Inspector shall see that the space of one and one 
half inches is entirely filled with the mortar, which should be 
of a consistency so that it will flow somewhat freely. At the 
same time this mortar must not be made so thin that the crushed 
stone may be forced through it in the process of ramming. By 
using the mold in the manner above described, the face of each 



SPECIFICATIONS FOR EAILROAD CONCRETE WORK. 343 

lay^r may be made of exactly the right amount of mortar, and 
the proper thickness of the layer may be accurately determined. 
The intention is that the facing and the backing shall be ram- 
med and set together. In no case is one to be put in advance 
of the other, or so that either may set before the other. In no 
case shall the Inspector or Engineer in charge permit any work 
to be finished by plastering mortar on concrete which has set, 
but should it become necessary at any time to refinish a sur- 
face which has set, it shall be picked off so that at least three 
(3) inches of mortar can be added, and the surface of the old 
concrete shall be roughened and thoroughly wet before new 
material is added, such new material being mortar as specified 
for facing. 

23. Layers of concrete, shall be kept truly horizontal, and 
if, for any reason, it is necessary to stop work for an indefinite 
period, it shall be the duty of the Inspector and of the con- 
tractor to see that the top surface of the concrete, is properly 
finished, so that nothing but a horizontal line shall show on the 
face of the concrete, as the joint between portions of the work 
constructed before and after such period of delay. If, for any 
reason, it is impossible to complete an entire layer, the end of 
the layer shall be made square and true by the use of a tem- 
porary plank partition, as specified in paragraph twenty (20). 
No irregular, wavy or sloping lines shall be permitted tb show 
on the face of the concrete work as the result of constructing 
different portions of the work at different periods, and none but 
horizontal or vertical lines shall be permitted in such cases. 

24. Where concrete is to be put into a foundation below 
water level, all water shall as far as possible be removed from 
the excavation. If it is impossible by means of the ordinary 
pumping facilities to control the flow of water, the excavation 
may be taken out in sections, and the concrete may be placed 
in the foundation, section by section. Special care should be 
taken to ram thoroughly the bottom layer of concrete, and to 
remove all mud and clay from the vertical face of each section 
of concrete, as additional sections are excavated and prepared 
for addition of concrete work. Where the foundation is soft, 
as, for example, where piles are used, either fine or coarse 
broken stone may be spread over the bottom of the excavation 
and thoroughly rammed into the earth before putting in any 
concrete. In no case shall a dry mixture of sand, cement and 
crushed stone be put into a foundation. The concrete may be 
mixed with a less proportion of water, but should not be placeci 
in the foundation without thorough mixing. Where strata of 
gravel and sand permit the entrance of water into the founda- 
tion with such freedom that small sections of the same cannot be 

23 



344 COMPLETE SPECIFICATIONS. 

excavated and pumped out for concreting, a grout of pure 
cement or of a mixture of cement and one or two parts of sand 
may be injected through a pipe into the loose gravel and sand 
in the bottom of the foundation ; this work being done while the 
excavation is filled with water. The pipe through which this 
grout is passed should be pushed a few inches below the sur- 
face of the gravel, and a bucketful or more of grout should be 
poured down through the pipe, the pipe being then moved one 
or two feet, and the operation repeated, distributing the grout 
over the whole area of the bottom to be thus cemented, and the 
work then should be allowed to stand for twenty-four to thirty 
six hours. It will generally be found that the sand and gravel 
will be converted into a water-tight concrete, permitting the 
pumping out of the excavation. 

25. Where it is impossible to complete parapet walls, cop- 
ings, etc., on account of stringers or other wood or iron work 
necessary to maintain structures over which tracks are in use, 
all work shall be finished to horizontal and vertical lines, and 
with surfaces filled with mortar, so that when possible to com- 
plete the concrete work, the joint between the new and the old 
work shall show nothing but straight, level and vertical lines. 

26. Expansion Joints. — Where masonry structures are 
more than one hundred feet in length, such provision for expan- 
sion joints shall be made as may be specified by the Engineer of 
Bridges or his assistants. Generally in the construction of 
large arches, or of smaller, long concrete arches, the work shall 
be subdivided into sections of approximately twenty-five feet 
in length, each section being separated from the adjacent one 
by a vertical joint extending entirely through the bench walls, 
arch rings, etc.; but the foundation work shall be stepped as 
previously explained, and made in one continuous monolithic 
mass. Temporary vertical partitions shall be put into the 
molds, against which the concrete shall be thoroughly rammed, 
where arch culverts are subdivided into short lengths, as above 
specified, these partitions being removed as each section is com- 
pleted, and the next adjacent section being rammed against the 
concrete already constructed and set. The joints thus made 
shall not be flushed with mortar, nor shall any attempt be made 
to make the fresh concrete adhere to the older work, but a small 
beveled strip of wood shall be set in the angle next to the 
temporary partition so as to make a "V" groove, defining the 
joint and leaving a depth of, say, three-fourths (f) of an 
inch on the finished face of the work, it being the intention that 
any contraction shall open or that settlement shall effect a slid- 
ing action at such vertical joints, rather than to break up the 
concrete in the separate sections. 



SPECIFICATIONS FOR RAILEOAD CONCRETE WORK. 345 

POINTING. 

27. After the molds are removed, if there should be found 
any small pits or openings on the exposed faces of the concrete 
(or if bolts are used for securing the molds the ends of which 
are removed, leaving small holes), all such holes, pits or porous 
places shall be neatly stopped with pointing mortar, made of 
equal parts of cement and sand and mixed in small quantities 
to be used before the same shall set. Although it has not been 
specified to use a facing of mortar for such masonry as is to be 
permanently buried or covered by earthwork, such masonry 
shall not be constructed and left with pores and honey-combed 
surfaces. All such pores and openings shall be stopped with a 
pointing mortar, composed of one part of cement and two parts 
of sand, the same to be neatly filled into all openings and 
smoothly finished, in advance of any filling against such work. 

NAME PLATE AND DATE. 

28. A name plate and date shall be furnished by the con- 
tractor and put upon one piece of masonry at each bridge or 
job constructed by him, such plate to be of brass or copper or 
other durable metal, furnished with bolts or projections on the 
back to be buried in the concrete and to secure it firmly to the 
same, and having on it the contractor's name and the date of 
the year in which the concrete work is constructed. These 
plates should be placed upon the parapet walls of abutments, 
concrete arches and pipe culverts, and upon the ends of the 
bridge seats of piers, where they can be plainly seen and easily 
read. These should be set as the concrete work is finished and 
should be level with the surface of the same. 

EXTRA WORK. 

29. It is the intention of the foregoing specifications that 
work of all kinds shall be done by unit prices. It shall be paid 
for at rates per unit of measure of the several kinds of work 
required. Wherever, in the judgment of the Engineer in 
charge, such prices are unfair to the contractor, the conditions 
shall be fully explained to the Engineer of Bridges, whose per- 
mission shall be obtained in writing for all extra work to be 
done. Generally such work shall be done at the actual cost, 
and the contractor shall be allowed ten (10) per cent, in addi- 
tion, to cover superintendence, the use of tools, etc. No other 
rate will be allowed, unless specially provided when the work 
is ordered. 

30. A daily report of forces employed and material used 
in all extra work^ shall be made by the Foreman on the work 
to the Assistant Engineer or Inspector in charge of the work, 



346 COMPLETE SPECIFICATIONS. 

who shall check the same from day to day and settle all dis- 
puted questions as to labor and material used. A return of all 
such extra work shall be made by the contractor (or by his 
foreman) at the end of each month, which shall be given to 
the Engineer or Inspector on the work for certification, and 
shall be sent to the Engineer of Bridges, with the estimate of 
work done at contract prices, so that the monthly estimate may 
cover all work done during the month. In general, all bills 
for extra work claimed to have been done by the contractors 
shall be rendered monthly and shall be certified to by the Engi- 
neer or Inspector in charge of the work. 

CLASSIFICATION OF PROPOSALS. 

31. Contractors will be requested to name prices for the 
following materials and kinds of work : 

a. A price per lineal foot for piles furnished and driven 
in cofferdams and foundations. 

b. A price per M. ft. B. M. for timber, plank, boards, etc., 
used in cofferdams, sheeting, etc. 

c. A price per cubic yard for dry excavation. 

d. A price per cubic yard for wet excavation. 

e. A price per cubic yard for rock excavation. 

/. A price per cubic yard for foundation concrete of nat- 
ural cement, proportions of one, two and five. 

g. A price per cubic yard for foundation concrete of nat- 
ural cement, proportions of one, two and four. 

h. A price per cubic yard for foundation concrete of Port- 
land cement, proportions of one, three and six. 

i. A price per cubic yard for foundation concrete of Port- 
land cement, proportions of one, two and five. 

/. A price per cubic yard for Portland cement concrete in 
piers, abutments, bench walls of arch culverts and wing walls, 
including mortar facing, proportions of one, two and one-half 
and six. 

k. A price per cubic yard for Portland cement concrete in 
arch rings of arch culverts, parapet walls, copings, etc., propor- 
tions of one, two and five (including mortar facing for same). 

/. A price per cubic yard for granitoid concrete as speci- 
fied for bridge seats and copings, proportions of one, two and 
three. 

32. The prices for all kinds of concrete (except founda- 
tion concrete) are to include all molds, framing, tie rods, braces, 
etc., required in constructing concrete, in accordance with the 
detailed plans. 

March, 1900. 
ACCEPTED . . . .• Contractor. 



SPECIFICATIONS FOR RAILWAY ROAD-BED. 347 

172. Specifications for Railway Road-bed. The fol- 
lowing specifications cover all the work of building a road-bed 
of a railroad including clearing, grading, and all fixed struct- 
ures which make a part of the road-way with the exception of 
span bridges. It is the latest form (1902) used by one of the 
leading and most careful railroad consulting engineers in the 
country and a past President of the American Society of Civil 
Engineers. The general stipulations are not included here. 

CLEARING AND GRUBBING. 

The whole width of the right-of-way shall be cleared of all 
trees, stumps, logs, brush and other perishable matter, and all 
fences and buildings which come within the limits of the right- 
of-way shall be removed to or beyond these limits. 

Under embankments less than three feet in height, and 
wherever there is an excavation of any depth, all trees, stumps 
and brush shall be grubbed out, and under embankments three 
feet or more in height they must be cut off close to the ground. 

All timber on the right-of-way is the property of the Rail- 
way Company or of the owners of the land, and in the latter 
case may be removed by them within a reasonable time. All 
timber not so removed shall be cut by the Contractor into such 
lengths and piled in such manner as may be directed by the 
Engineer. All stumps, brush and worthless timber are to be 
burnt up when it can be done with safety; but in no case are 
tree tops or other rubbish to be thrown onto adjoining land, 
except with the consent of the land owner. 

Clearing shall be paid for by the lump sum or by the acre, 
the price paid therefor being understood to include all neces- 
sary grubbing. 

The removal of fences excepting hedges shall be done with- 
out charge, and that of buildings at such price as may be agreed 
upon or may be fixed by the Engineer in the absence of an 
agreement. 

Hedge fences must be grubbed out within the limits of 
the right-of-way and completely burned up, for which a price 
of per hundred feet will be paid. 

GRADING. 

^ General Requirements. — Under the head of grading will 
be included all excavations and embankments needed for the 
formation of the road bed and for all accessory works, such as 
foundation pits, new channels for streams, roadf crossings and 
new roads which may be directed by the Engineer. 



348 COMPLETE SPECIFICATIONS. 

As a rule the following side slopes and widths at grade 
will be used : In earth excavations 22 feet at grade, with side 
slopes of one horizontal to one vertical. In rock excavations 
18 feet at grade, with side slopes of one-fourth horizontal to 
one vertical. 

In embankments the side slopes shall be one and one-half 
horizontal to one vertical, and the width at grade shall be for 
banks less than six feet in height, sixteen feet; for banks six 
feet in height and up to sixteen feet in height, eighteen feet; 
and in banks over sixteen feet in height, twenty feet; but these 
widths and slopes may be varied at the discretion of the En- 
gineer. 

The road bed and the slopes of all excavations and embank- 
ments must be neatly and truly finished to the stakes and di- 
rections given, and no wheel tracks or other depressions left 
which will lead the water along the road. After finishing the 
work the contractor must build such fences or other obstruc- 
tions as will prevent teams from driving along the road and 
maintain them until the final acceptance of his work, and he 
must repair any damage resulting from neglect of this pre- 
caution. 

In rock cuts the Contractor will, as a rule, be required to 
carry excavations six inches below the ordinary sub-grade, in 
order to allow for ballasting. If of suitable quality, the rock 
thus excavated shall be broken up so that it will all pass 
through a two-inch ring and be left in good surface to receive 
the track. For this breaking and surfacing an additional al- 
lowance of 25 cents per yard measured in excavation will be 
allowed. 

Excavation and Ditching. — All material taken from exca- 
vations, whether for the road bed or for ditches, new channels, 
or other accessory works, shall be used as the Engineer shall 
in each case direct. Where there is any surplus beyond what 
is needed for the embankments, which for this purpose may 
be widened to any extent, it shall be deposited in spoil banks. 
All spoil banks shall be sloped on the side next the road with 
a slope not steeper than one and one-half to one, and be kept 
at least six feet from the edge of the excavation. 

The Contractor when so directed by the Engineer, shall 
deposit at such convenient points as he may designate, any stone 
or other valuable material which may be found in the excava- 
tions. All material so deposited shall be the property of the 
Railway Company, and the Contractor will be held responsible 
for its safe keeping until removed by said Company, or until 
this contract is closed. 

All falls or sHdes from the sides of the excavations shall 



SPECIFICATIONS FOK RAILWAY ROAD-BED. 349 

be taken out by the Contractor, and, except when due to his 
carelessness or neglect, will be paid for at the same price as 
other excavation. 

Side ditches along the road bed in excavations shall be cut 
of such widths and depths as the Engineer may direct. Drain- 
age ditches outside of the excavations as well as new channels 
for streams shall be made whenever directed by the Engineer. 

Excavation for foundation pits under water or for deepen- 
ing new channels in running water will be paid for at such 
price as may be agreed upon, or as may be fixed by the Engi- 
neer in the absence of an agreement. But in either case the 
price paid shall cover the cost of all pumping, bailing and all 
labor and materials used in such excavation. 

Embankments. — As a rule earth embankrrftnts, except as 
herein otherwise specified for filling over culverts, must be 
built with wagons or scrapers. The Engineer, however, may 
permit the use of cars where such use will materially expedite 
the w^ork or reduce its cost. 

All embankments must be commenced and carried up to 
the top at full w^idth, the sides being kept at all times as high 
as the center, and be built up in layers not exceeding four feet 
in thickness, in such manner as to make the bank as compact 
as possible. They shall also be carried to such height above 
the final grade line as the Engineer may deem necessary to pro- 
vide for shrinkage, w^ashing and settlement, and be maintained 
at their proper height and width until accepted by the Chief 
Engineer, but the computation of quantities shall be made from 
the true cross sections to which it is presumed the embankments 
will finally settle. 

In filling over masonry culverts care must be taken to avoid 
injury or distortion to the masonry, and if directed by the Engi- 
neer, the earth shall be wheeled or placed wath shovels over and 
around the culverts and be carefully rammed in thin layers. 
For such wheeling and tamping such allowance will be made as 
the Engineer shall deem just. 

No logs, stumps, brush or other perishable materials will 
be allowed in any embankments. 

Borrozving. — In case sufficient material cannot be obtained 
by hauling from the excavations, the deficiency may be made 
up by borrowing, subject, however, to the direction of the En- 
gineer, in each case as to the place from w^hich to borrow. 

Borrow pits alongside the railroad shall not be brought 
nearer to the toe of the embankment than six feet, nor nearer 
to the right-of-way line than two feet, and shall have a slope 
next the railroad not steeper than one and one-half to one. 
Borrow pits must be excavated neatly, irregular edges and deep 



350 COMPLETE SPECIFICATIONS. 

holes being avoided, and they must be so connected together 
as to give efficient drainage along the railroad. 

Classiiication of Materials. — The materials found in exca- 
vations will be classed as Solid Rock, Loose Rock and Earth, 
the Chief Engineer being in every case the final judge as to the 
class to which any material belongs. 

Solid Rock will include all loose boulders containing one 
cubic yard or more, and all hard rock in compact strata or 
ledges exceeding six inches in thickness, which, in the judg- 
ment of the Engineer, cannot be loosened except by blasting. 

Loose Rock will include all loose boulders containing more 
than two cubic feet, and less than one cubic yard, and all mater- 
ials requiring the use of pick and bar, or which cannot be 
plowed with a strong ten-inch grading plow, well handled, 
drawn by a good six-horse team. 

Earth will include all materials of whatever kind whicli 
do not clearly belong to one or the other of the foregomg 
classes. 

Whenever material of any kind other than Earth is found 
in an excavation, the Contractor shall at once notify the Engi- 
neer in charge, so that he may make the necessar}^ measure- 
ments to determine its quantity. If the Contractor shall fail 
to give such notice, the Engineer may presume that the meas- 
urements taken at the time he first sees the material in question 
will give the true quantity. 

SoHd or Loose Rock excavation will be paid for by adding 
to the price of Earth excavation an extra price named in the 
contract, which shall cover the additional cost of loosening and 
loading the material. 

RULES FOR MEASUREMENTS. 

For payment, earth work will be divided into three classes, 
as follows : 

All material taken from excavations of ever}^ kind, ex- 
cepting borrow pits, will be classed and paid for as excavation. 

Earth taken from borrow pits opened to furnish material 
not obtainable from other sources and delivered in embank- 
ment, will be classed and paid for as earth borrowed. So much 
of the material from excavations or borrow pits as is neces- 
sarily hauled more than three hundred feet, will be classed as 
material overhauled, and a price in addition to that for earth 
excavated or earth borrowed will be paid for the hauling, said 
price to be a price per cubic yard for each one hundred feet 
of haul in excess of three hundred feet. 

Earth excavated will be measured in excavation: earth 
borrowed, where the whole embankment is made of earth, will 



SPECIFICATIONS FOR RAILWAY ROAD-BED. 351 

be measured in embankment. Where the bank is made partly 
of rock and partly of earth, the amount of earth borrowed may 
be determined either by measuring the borrow pit or by meas- 
uring the embankment, as in the judgment of the Engineer, 
will give the greater certainty. 

Solid rock and loose rock will be measured in excavation, 
and in computing overhaul, the number of yards hauled will 
be determined by the measurement in excavation and the dis- 
ance hauled determined by the volume of the embankment act- 
ually made from it. 

MASONRY. 

General Conditions. — All masonry must be built in ac- 
cordance with the plans and dimensions furnished by the Engi- 
neer, and be subject also to the directions of any Superintendent 
or Inspector of Masonry appointed by him. 

All masonry will be paid for by the cubic yard, measured 
in the finished work, and the amount so paid shall be in full 
for all labor and materials used in the work, including cost of 
scaffolding and centering, and the repairing of all damages to 
the unfinished work from floods or other causes. 

Materials. — All stone used in masonry must be sound and 
durable stone, approved by the Engineer, and be used in blocks 
as large as the quarries will furnish, or as may be necessary to 
comply w^ith these specifications or the plans of the particular 
structure. 

For brick masonr\- only the best quality of strictly hard 
dark red bricks shall be used, all to be of uniform texture 
throughout and free from lime or other impurities. No soft 
bricks will be allowed in any part of the work, nor shall any 
clinkers or any broken bricks be brought upon the ground. 
Bricks broken afterwards in handling shall be used in such 
manner only as the Engineer or the Inspector may direct. If 
so required, the Contractor shall furnish men at his own ex- 
pense to cull the bricks under the direction of the Inspector, 
and all rejected bricks must be at once removed from the line 
of the work. 

Unless otherwise agreed, cement for use in all ^masonry 
will be furnished by the Railway Company to the Contractor, 

and be delivered at 

For each barrel of cement so delivered the Contractor will be 

charged dollars to be deducted out of any 

moneys due under this contract. Cement, after it is received 
by the Contractor, must be kept under cover and dry until 



352 COMPLETE SPECIFICATIONS. 



used. If allowed to become wet or damaged from any cause, 
it will be rejected and must not be used in the work. 

Mortar for use in the masonry, except when otherwise 
specified, shall be composed of one part cement to three parts 
clean, sharp silicious sand, from which all sticks and gravel 
have been removed by screening. The proportions of cement 
and sand shall be determined by measurement, and shall be 
thoroughly mixed dry, in a suitable box. Enough water shall 
then be added to give the mortar the proper consistency, care 
being taken to avoid an excess of water. All mortar shall be 
made fresh for the work in hand, and no mortar used which 
has begun to set. 

Concrete will be made of clean, hard, angular broken 
stones, of not more than two inches in the greatest dimension, 
mixed with smaller stones not less than one-fourth of an inch 
in the greatest dimension, and with mortar in such quantity as 
to be from five to ten per cent in excess of the volume neces- 
sary to fill the void spaces of the stone, the amount of mortar 
required for this purpose to be in every case determined by the 
Engineer. When mixed by hand, concrete must be mixed on 
tight-jointed plank platforms. The mortar will first be made 
as directed in the preceding paragraph, and the stone having 
been washed clean will then be added while wet, and the whole 
mass turned over twice with shovels. Concrete may also be 
mixed by machine, provided that in the judgment of the Engi- 
neer the mixture is as complete and the result in all respects 
as good as if done by hand in the manner just described. 

Forms. — The forms for shaping concrete work shall be 
made of pine planks twelve inches wide and not less than two 
inches thick, dressed to a smooth surface on one side and both 
edges. The dressed face shall be on the side next the concrete. 
The forms shall be framed and braced in accordance with plans 
furnished, or approved, by the Engineer. 

Depositing and Ramming Concrete. — All concrete shall be 
deposited in layers not exceeding nine inches thick, and be 
rammed until the mortar flushes to the surface. If, when th's 
is done, the mass quakes, the amount of water shall be reduced 
until this is avoided. 

In placing concrete upon the foundation already built, the 
foundation shall be swept clean and then covered with a wet 
layer of mortar not less than one inch thick to make a close 
joint between the wall and the foundation. 

In filling a form the work shall be carried on continuously 
so that it shall be a monolithic mass without horizontal joints. 
The part next the outer side or showing face of the wall shall 



SPECIFICATIONS FOR RAILWAY ROAD-BED. 353 

be filled with facing mortar, made of one part Portland cement 
and two parts sand. The thickness of the facing shall not ex- 
ceed one and one-half inches, nor be less than three-fourths of 
an inch. The facing and backing must go on simultaneously in 
the same horizontal layers. In order to guage the thickness 
of the facing accurately, a light board or diaphragm of thin 
metal and with convenient handles* shall be set on edge parallel 
to, and one and one-half inches from the front wall of the form. 
Facing material shall be deposited in the space between this 
board and the form. Concrete for the backing shall then be 
deposited and spread against the back of the board, which shall 
then be withdrawn and the whole mass thoroughly rammed so 
as to bond the facing and backing by destroying the surface 
of demarkation between them, but no stone must be forced 
nearer to the front w^all of the form than three-fourths of an 
inch. 

Concrete or mortar shall not be made when the tempera- 
ture is lower than 35 degrees Fahrenheit in the shade, or when 
rain is falHng on it. Forms and molds must be left in position 
for not less than four days after the concrete is deposited. 
Freshly deposited concrete shall be protected from the direct 
rays of the sun and from wind by boards or tarpaulins, and 
as soon as a section of wall is completed the top must be 
covered, with a layer of damp sand not less than two inches 
thick, which shall be kept moist until the concrete has set. 

The walls of the wooden forms shall be kept well wet dur-. 
ing the progress of the concrete work. 

Brick Masonry. — In laying brick masonry every brick must 
be cleaned and thoroughly wet just before being laid. Every 
brick shall be laid with a ''push joint," that is, by placing suffi- 
cient mortar on the wall and forcing the bricks into it in such 
a manner as to completely fill every joint with mortar, whether 
at the bottom, side or end of the brick. The joints shall be 
made as nearly as possible of uniform thickness, not exceeding 
half an inch. The face joints shall be left full and be neatly 
struck. All unfinished work must be racked back in courses, 
unless otherwise directed, and when new work is to be joined 
to it the surface of the unfinished work must be cleaned and 
whetted. 

For the inside of arches and for the exposed face of all 
walls only the smoothest and hardest bricks, carefully selected 
for that purpose, shall be used, great care being taken to lay 
them to true cylindrical and plane surfaces. 

In arches the bricks shall be stretchers so laid as to break 
joints with those in adjoining courses. All other walls shall 
23 



354 COMPLETE SPECIFICATIONS. 

be laid in English bond, that is, with alternate courses of 
headers and stretchers, each course breaking joints with the 
course below. No broken bricks shall be used in the face of 
any wall, except when necessary to make closures or to break 
joints. 

Foundations. — ^Unless otherwise specially agreed or di- 
rected, the foundations for all masonry shall be prepared by the 
Masonry Contractor, and in case a natural bed sufficiently firm 
is not found at a reasonable depth, he shall prepare such artifi- 
cial foundation of timber, concrete or other material as the En- 
gineer may direct. 

Where a price is named in this contract for timber or 
other materials used in foundations, it is intended to cover 
every expense of furnishing the material and putting the same 
in place, the amounts paid for being those found in the finished 
structure. And where a price is named for excavation in foun- 
dation pits below water, it is intended to cover the cost of pump- 
ing, bailing and shoring, and every other expense incident to 
the removal of the material. 

Paving and Slope Walls. — Paving, wherever required, 
will be laid of flat stones set on edge and well rammed, so as 
to make a good, smooth and close pavement one foot thick, con- 
fined at the ends and sides by deep curb stones. Each paving 
stone shall have a depth of not less than twelve inches. 

Wherever required to protect an embankment from the 
action of water, a pavement or slope wall similar to the fore- 
going shall be laid on the. slope of the embankment, said wall 
being begun at such depth below the surface of the ground as 
the Engineer may direct. 

Pipe Cidverts. — Pipe culverts shall be made of the best 
quality double strength vitrified clay pipe. Each pipe must 
be sound and straight, and shall not vary more than half an 
inch from a true circle. The thickness of twelve-inch pipes 
shall not be less than one and one-eighth inches ; of fifteen-inch 
pipes not less than one and one-quarter inches; of eighteen- 
inch pipes not less than one and one-half inches ; and of twenty- 
four-inch pipes not less than two inches. 

In laying pipes the trench must be made true to line and 
grade, the bottom being shaped to exactly fit the lower half of 
the pipe, with cross trenches to receive the sockets so that each 
pipe may have a uniform bearing from end to end. 

The pipes shall be joined by filing the space between the 
socket and spigot with a mortar of pure cement without sand. 
Particular attention must be given to the lower half of the joint 
where the cement should be pressed into it with the fingers or 
«ome tool specially fitted for the purpose. As each joint is 



SPECIFICATIONS FOK RAILWAY ROAD-BED. 355 

filled, all surplus cement must be carefully removed from the 
inside of the pipe. 

After the pipes are properly laid they must be carefully 
covered with earth, well rammed, both on the sides and top of 
the pipe for at least twelve inches in depth. 

At the ends of pipes culverts, such parapet or protection 
walls of brick, stone or concrete shall be built as the Engineer 
may direct, said walls to be laid in accordance with the fore- 
going specifications, and paid for by the cubic yard measured in 
the wall. 

Pipe culverts will be paid for by the linear foot measured 
from end to end of the pipes when laid, the price so paid to 
cover the whole cost of materials and labor of every kind inci- 
dent to the completion of the work. 

TIMBER TRESTLINQ. 

General Requirements. — All timber structures, including 
pile and frame trestles, wooden abutments and piers, must be 
built according to the plans and instructions furnished by the 
Engineer. The drawings will be to scale, but in all cases di- 
mensions are to be taken from the figures and not by scale. In 
case any dimensions are omitted, the matter shall be referred to 
the Engineer. Timber, iron and piles will be paid for in the 
finished structure, and the prices paid are to cover the cost of 
materials, tools, scaffolding, excavation, watching and all other 
items of expense necessary for the execution and maintenance 
of the work until its final acceptance. No waste of any kind 
will be paid for except "piles cut off," which will be paid for at 
the contract price. 

The Contractor shall render the Inspector or Pile Recorder 
any assistance that may be required in the performance of his 
work. 

Piles. — Piles shall be sound and straight sticks of white 
oak or red cypress, cut from living trees, and shall have all the 
bark peeled off. Each pile must have at least twelve inches of 
heart where cut off to receive the cap, and at the smaller end 
must be not less than nine inches in diameter. 

All piles must be properly pointed, or if required, shod with 
iron shoes, and then driven until they sink not more than five 
inches under the last five blows of a 2,000 pound hammer, fall- 
ing twenty-five feet, but a heavier hammer with a shorter fall, 
equivalent in effect to the foregoing, will be preferred. In 
driving, the piles must be capped with wrought iron rings, or 
preferably, with a cup-shaped iron follower, to prevent splitting. 
Where iron shoes are required, they must be of a kind directed 



356 COMPLETE SPECIFICATIONS. 

or approved by the Engineer, and they will be paid for at actual 
cost to the contractor. All piles injured in driving or driven 
out of place shall be either cut off or withdrawn, as the En- 
gineer will direct, and another one driven in its stead. The 
pile thus replaced will not be paid for. 

Such grubbing as may be necessary to Insure the correct 
driving of the piles shall be done by the Contractor for the 
trestling, and will be paid for at a price to be fixed by the 
Engineer in each case. 

The piles under the track stringers must be accurately 
spaced and driven vertically. The outer piles shall be driven 
vertically or with a batter, as may be shown by the drawings or 
directed in each case. 

Piles remaining in the structure will be measured and paid 
for by the linear foot after they are driven and cut off as "Piles 
Driven," the parts cut off will be measured and paid for by the 
linear foot as ''Piles Cut Off," and the amounts paid for these 
two items are to cover every expense for labor and materials 
required in the performance of the work. The pile ends, after 
they are cut off, are to be the property of the Railway Company, 
and shall not be removed or used without consent of the En- 
gineer, and then only upon repayment of the contract price. 

Parts of the pile heads projecting beyond the caps must be 
adzed off to a slope of forty-five degrees. 

Iron. — The iron bolts used in trestling shall be of the best 
refined wrought iron, with an ultimate strength of not less than 
45,000 pounds per square inch, and an elastic limit of not less 
than 26,000 pounds. 

All bolts shall be perfect in every respect with nuts, heads 
and screws of the full standard sizes due to their diameters. 
The thickness of the nut shall not be less than the diameter of 
the bolt, and the size of its square not less than twice the diam- 
eter of the bolt. 

Washers and separators shall be of cast iron. They must 
be smooth, well shaped, free from air holes, cracks, cinders or 
other imperfections. 

Timber and Framing. — All framing timber shall be of 
white or burr oak, or of white Arkansas or long leaf yellow pine, 
as shown by the plans and bills of materials. All the timber 
must be cut from living trees and be free from wanes, black, 
loose or unsound knots, worm holes, or any kind of decay, as 
well as from large knots or wind shakes, which impair the 
strength of the timber, and must be sawed true and of full size. 
When so indicated on the plans, the timber shall be surfaced. 

Sap will be allowed in pine timber as follows: All 
stringers must show not more than one and one-half inches of 



SPECIFICATIONS FOE BUILDING LEVEES. 



357 



li 



iN<^ 



ii. 



^ -mi '»|*| ^ 



He:/\rt 




sap on two corners of one of the eight-Inch faces. Posts, caps, 
sills and other large timbers must show not more than one and 
one-half inches of sap on any one of the four corners. Guard 
rails must not show more than one inch of sap on one corner 
only. Sway braces and floor plank must show heart on both 
faces, and in any cross section be not less than three-fourths 
heart. 

All framing must be done to a close fit and in a thorough 
and workmanlike manner. No shins or blocking of any kind 
will be allowed in making joints. Ties and guard rails must be 
scribed and dapped in place. 

Tops and ends of stringers and the bearing surfaces of ties 
shall be thoroughly painted with a thick coat of pure white lead 
ground in and mixed with pure linseed oil. This paint shall 
also be used on both surfaces of the bearing between stringers 
and caps, caps and posts, posts and sills, sills and piles, or any 
other joints which may be indicated on the drawings. 

Cleaning Up. — After the work is completed the Contractor 
must remove all staging used in erection, and clean up and burn 
all shavings, chips and rubbish, and remove all pieces of timber 
to a sufficient distance from the structure to insure its safety 
from fire. 



358 COMPLETE SPECIFICATIONS. 

Word Engineer Defined. — The word "Engineer," where- 
ever used in this instrument, means the Chief Engineer of the 
Southern Missouri Railway Company for the time being, or his 
duly authorized Assistants, or Inspectors, limited by the par- 
ticular duties entrusted to them. R. ^I. 

172a. Specifications for Building Levees to Con- 
fine Flood Waters. The following specification is used 
(1902) by the State of Louisiana for the building of levees on 
the banks of the Mississippi river. 

The levee shall be built of such material, and disposed and 
distributed in such manner as the Engineer in charge may 
direct, under the requirements of the Board of State Engineers. 
The required allowance for settling shall be added to the height 
of the levee; this allowance to be at the discretion of the En- 
gineer in charge, up to one-fifth in excess of the net height of 
the levee; it being understood that a cubic yard of embankment 
under this agreement is a net cubic yard of settled earth, and 
equal to five-sixths of a gross cubic yard of loose earth. 

The Contractor shall remove all trees, stumps, logs, roots, 
stalks, weeds, grass, trash and perishable matter of every kind 
not specially exempted from this requirement by instructions 
from the Engineer in charge, and plow or spade up the ground 
over the entire surface to be covered by the embankment. He 
shall cut muck ditches of such depth and size and in such places 
as may be prescribed by the Engineer in charge. He shall grub 
up by the roots all trees and stumps coming within the base of 
the levee, and three feet on either side of the base. He shall 
remove all buried logs, brick or w^alls and other material con- 
sidered unsuitable by the Engineer in charge. He shall refill 
all holes made by grubbing or by the removal of unsuitable ma- 
terials, as aforesaid, with solid earth up to the level of the 
natural surface; and the filling of such holes shall not be paid 
for by the cubic yard (except in special cases, when so directed 
by the Engineer in charge), but shall be a part of the clearing 
and grubbing to be done as incidental or auxiliary work, the 
price of which is included in the price per cubic yard hereinafter 
stipulated. He shall carefully clean all ditches crossing the line 
of levees, and fill them with solid earth up to the level of the 
natural surface to a distance of twenty feet from the base of tne 
levee on the land side, w-here there are no "banquettes," and to 
the width of the berme on the river side. If required by the 



SPECIFICATIONS FOE STEEL HIGHWAY BEIDGES. 35D 

Engineer in charge, the clearing, grubbing, preparation of base 
and cutting of muck ditch, as above, shall be completed, and the 
muck ditch refilled throughout the whole length of levee, or any 
part thereof, before the embankment is begun. He shall cut all 
trees and stumps within twenty-five feet of the base of the levee 
on the land side, down to the level of the ground, unless other- 
wise directed by the Engineer in charge (but shall not disturb 
or_ destroy the Engineer's bench marks or other reference 
points), and shall leave the' ground clear of all fallen timber, 
brush and other debris or material obstructing free passage 
along the base of the levee on the land side for a width of 
twenty-five feet. He shall cut down all trees, bushes and sap- 
lings for a width of one hundred feet on each side of the levee 
where it runs through woods, and in open land, shall cut down 
such trees within one hundred feet of the levee as the Engineer 
in charge may direct. In the construction of the levee he shall 
use earth only, except where other material may be ordered by 
the Engineer in charge, and shall place it in layers of such thick- 
ness as may be directed by the Engineer in charge, and extend- 
mg the full width of the embankment. He shall obtain all 
earth from the river side of the embankment, except by written 
permission of the Engineer in charge, leaving a berme of the 

natural surface feet wide between the barrow pits and 

the base of the levee. Unless otherwise directed by the En- 
gineer in charge, all barrow pits shall be sloped on the side 
nearest the embankment, not steeper than three horizontal to one 
vertical, and on that side shall not be deeper than three feet; and 
their bottoms shall slope thence uniformlv to the side furthest 
from the embankment, where the depth 'of the pits shall not 
exceed six feet. At intervals not greater than three hundred 
feet "traverses" of the natural surface, not less than twenty feet 
wide, shall be left undisturbed, extending entirely across the 
pits, except that a ditch of such width as mav be directed by the 
Engineer in charge shall be cut through the traverses to allow 
dramage from one part of the pit to another. All existing 
levees, or parts of old levee, must be left undisturbed except by 
special permission of the Engineer in charge. He shall cut 
such openings through the old levee as may be required by the 
Engineer in charge. He shall dig a drainage ditch on the' land 
side of the levee, if required by the Engineer in charge, of such 
dimensions and at such distance from the base as may be pre- 
scribed, but may not otherwise break up the surface of the 
ground on the land side of the levee, except by written permis- 
sion of the Engineer in charge. The earth taken from such 
openings through the old levee and from drainage ditches shall, 
when required by the Engineer in charge, be deposited in the 



360 COMPLETE SPECIFICATIONS. 

embankment, in which case it shall be paid for as embankment 
only, but otherwise it shall be measured and paid for in excava- 
tion. He shall plant the entire surface of the completed levee 
with living roots or sods of Bermuda grass not more than one 
foot apart, and to the satisfaction of the Engineer in charge. 
He shall take care to preserve the Engineer's stakes and bench 
marks, and shall at all times keep the station stakes at or oppo- 
site their proper stations. 



SPECIFICATIONS AND CONTEACT FOR DAM. 361 

173. Complete Specifications and Contract for 
Dam No. 5, Southborough, of the Boston Water- 
works, July, 1893. 

ADVERTISEMENT. 



TO CONTRACTORS. 



Sealed proposals addressed to the Boston Water Board, 
and endorsed '^Proposals for building Dam No. 5 in the Town 
of Southborough," will be received by the Boston Water Board, 
at their office, City Hall, Boston, Mass., until 12 o'clock M., 
of Monday the seventeenth day of July, 1893, and at that time 
will be publicly opened and read. 

Each bidder must make a personal examination of the loca- 
tion of the dam. 

All bids must be made upon blank forms, to be obtained 
of the City Engineer, Boston, must give the prices proposed, 
both in writing and in figures, and be signed by the bidder, 
with his address. 

Each bid is to be accompanied by a certified check for two 
thousand dollars ($2,000), payable to the City of Boston, said 
check to be returned to the bidder unless he fail to execute the 
contract, should it be awarded to him. 

A bond for one hundred thousand dollars ($ 100,000) will be 
required for the faithful performance of the contract, the sure- 
ties to be residents of Massachusetts, and satisfactory to said 
Boston Water Board. 

The person or persons to whom the contract may be award- 
ed will be required to appear at this office with the sureties 
offered by him or them, and execute the contract within six 
days (not including Sunday) from the date of notification of 
such award, and the preparation and readiness for signature of 
the contract ; and in case of failure or neglect so to do, he or 
they will be considered as having abandoned it, and the check 
accompanying the proposal shall be forfeited to the City of 
Boston. 

All bids will be compared on the basis of the Engineer's 
estimate of quantities of work to be done, which is as follows : — 
(a) 14,000 cubic yards soil excavated and placed in spoil- 

banks. 
(aa) 13,900 cubic yards soil excavated from spoil-banks and 

placed on dam. 
(<5) 1,610 square yards sodding. 

(^^) 5 acres seeding. 

(c) 230,000 cubic yards earth excavation (trenches, embank- 
ments, and backfilling). 

(cc) 10,000 cubic yards rehandling of excavated materials. 



362 COMPLETE SPECIFICATIONS. 

(a?) 13,400 cubic yards rock excavation. 

(^) 2,000 feet board measure timber work. 

(^g) 2,000 feet board measure timber work (tongued and 

grooved). 
(y) 800 barrels Portland cement. 

(^) 14,000 cubic yards concrete masonry. 

(^^) ^°° cubic yards concrete masonry. 

(^) 9*270 square yards plastering. 

(2) 256 cubic yards brick masonry. 

(/) 75°^ cubic yards paving. * 

(^) 10, 100 cubic yards riprap. 

(0 5?4oo cubic yards broken stone, f 

(w) 22,200 cubic yards rubble-stone masonry. 
(^) I3»300 square feet facing stone masonry (broken ashlar 

work). 
(<^) 3*^50 cubic yards facing stone masonry (range work). 

(^) 320 linear feet coping. 

(^) 290 cubic yards dimension stone masonry. 

(r) 4>iio square feet hammered work. 

(5) 1,000 cubic yards masonry laid in American cement 

mortar i to i, an additional price per cubic 

yard. 
(/) 1,000 cubic yards masonry laid in Portland cement 

mortar i to i, an additional price per cubic 

yard. 
(«) 1,000 cubic yards masonry laid in Portland cement 

mortar i to 2, an additional price per cubic 

yard. 
(z') 1,000 cubic yards masonry laid in Portland cement 

mortar i to 3, an additional price per cubic 

yard. 
(w) '»575 linear feet of walk. 

These quantities are approximate only, and the Boston 
Water Board expressly reserves the right of increasing or dimin- 
ishing the same, as may be deemed necessary by its Engineer. 

Plans can be seen, and specifications and forms of proposal 
and contract obtained, at the office of the City Engineer, City 
Hall, Boston. 

The Boston Water Board reserves the right to reject any 
or all bids, should it deem it to be for the interest of the City 
of Boston so to do. ROBERT GRANT, 

JOHN W. LEIGHTON, 
THOMAS F. DOHERTY, 

Boston Water Board. 
Office of Boston Water Board, 
City Hall, Boston, July i, 1893. 

* 3,200 cubic yards if riprap is used. f 2,800 cubic yards if riprap is used. 



SPECIFICATIONS AND CONTRACT FOR DAM. 363 

PROPOSAL 

TO THE BOSTON WATER BOARD FOR BUILDING DAM NO. 5 IN THE 
TOWN OF SOUTHBOROUGH. 

The undersigned hereby declares that he has carefully ex- 
amined the annexed form of contract and specifications and the 
drawings therein referred to, and made an inspection of the 
site of the proposed dam, and will provide all necessary ma- 
chinery, tools, apparatus, and other means of construction, and 
do all the work and furnish all the materials called for by said 
contract and specifications and the requirements under them of 
the Engineer, for the following sums, to wit: 

(<?) For the removal of soil excavated and placed in 

spoil banks, including all incidental work, the sum of 

($ ) per cubic yard. 

(^aa) For the removal of soil taken from spoil banks or 
from other places and placing on the slopes of the embank- 
ment, including all incidental work, the sum of ($ ) 

per cubic yard. 

(3) For sodding, including all incidental work, the sum 
of ($ )per superficial square yard. 

(33) For seeding, including all incidental work, the sum 
of ($ ) per acre. 

(c) For earth excavation, including its disposal in em- 
bankments and refilling, or as otherwise ordered by the engi- 
neer, and all incidental work, the sum of ($ ) per 

cubic yard. 

(cc) For rehandling of excavated materials from spoil 
banks and placing, including all incidental work, the sum of 
($ ) per cubic yard. 

{d) For rock excavation, including its disposal and all 
incidental work, the sum of ($ ) per cubic yard. 

(^) For permanent timber work, except tongued and 
grooved timber, placed, including all incidental work, the sum 
of ($ ) per thousand feet B. M. 

(^ee) For permanent timber work, tongued and grooved, 

placed, including all incidental work, the sum of ($ ) 

per thousand feet B. M. 

{/) For Portland cement ordered by the engineer, 
delivered where ordered on the work, in barrels containing 400 
pounds, including all incidental work, the sum o f 
($ ) per barrel. 

(^) ^or concrete masonry, in place, formed of five parts 
of broken stone or screened gravel, to one part of cement, knd 
made with American cement mortar mixed in the proportion of 
one part of cement to two parts of sand, including all incidental 
work, the sum of ($ ) per cubic yard. 



364 COMPLETE SPECIFICATIONS. 

(^gg) For concrete masonry, in place, formed of three 
parts of broken stone or screened gravel to one part of cement, 
and made with American cement mortar mixed in the propor- 
tion of one part of cement to two parts of sand, including all 
incidental work, the sum of ($ ) per cubic yard. 

(^h) For plastering all concrete walls with Portland 

cement, including all incidental work, the sum of ($ ) 

per superficial square yard. 

(f ) For brick masonry, laid in Portland cement mortar 
mixed in the proportion of one part of cement to two parts of 
sand, and including all pointing, centering, etc., and removing 

the same, and all incidental work, the sum of ($ ) 

per cubic yard. 

(_/) For paving in place, including all incidental work, 
the sum of ($ ) per cubic yard. 

(^k) For riprap in place, including all incidental work, 
the sum of ($ ) per cubic yard. 

(/) For broken stone in place (other than that used in 
making concrete and the walk), including all incidental work, 
the sum of ($ ) per cubic yard. 

(^m) For rubble-stone masonry, laid in American cement 
mortar, mixed in the proportion of one part of cement to two 

parts of sand, including all incidental work, the sum of 

($ ) per cubic yard. 

(«) For face work of broken ashlar, in addition to the 
price paid per cubic yard as rubble, including pointing in neat 

Portland cement, and all incidental work, the sum of 

($ ) per superficial square foot. 

(<?) For facing stone masonry of range stones laid in 
American cement mortar mixed in the proportion of one 
part of cement to two parts of sand and pointing in neat 

Portland cement, including all incidental work, the sum of 

($ ) per cubic yard. 

(j^) For coping laid in place, and pointed in neat 
Portland cement, including all incidental work, the sum of 
($ ) per linear or running foot. 

(^) For dimension stone masonry laid in American 
cement mortar mixed in the proportion of one part of cement to 
two parts of sand, including pointing in neat Portland cement, 

centering, etc., and all incidental work, the sum of 

($ ) per cubic yard. 

(r) For fine hammer dressing (six cut work) the sum of 
($ ) per superficial square foot. 



(5") For all kinds of masonry laid in American cement 
mortar mixed in the proportion of one part of cement to one 
part of sand, in addition to the prices per cubic yard herein- 
before stipulated to be paid for the same class of masonry laid 
in American cement mortar mixed in the proportion of one part 



SPECIFICATIONS AND CONTRACT FOR DAM. 365 

of cement to two parts of sand, the sum of ($ ) per 

cubic yard. 

(/) For all kinds of masonry laid in Portland cement 
mortar mixed in the proportion of one part of cement to one 
part of sand, in addition to the prices per cubic yard hereinbefore 
stipulated to be paid for the same class of masonry laid in 
American cement mortar mixed in the proportion of one part of 

cement to two parts of sand, the sum of ($ ) per 

cubic yard. 

(a) For all kinds of masonry laid in Portland cement 
mortar mixed in the proportion of one part of cement to two 
parts of sand, in addition to the prices per cubic yard herein- 
before stipulated to be paid for the same class of masonry laid 
in American cement mortar mixed in the proportion of one part 

of cement to two parts of sand, the sum of ($ ) per 

cubic yard. 

(z;) For all kinds of masonry laid in Portland cement 
mortar mixed in the proportion of one part of cement to three 
parts of sand, in addition to the price per cubic yard herein- 
before stipulated to be paid for the same class of masonry laid 
in American cement mortar mixed in the proportion of one part 

of cement to two parts of sand, the sum of ($ ) per 

cubic yard. 

(w) For building walk, including all incidental work, the 
sum of ($ ) per linear or running foot. 

(^x) For all extra work done by written order of the Boston 
Water Board, its actual reasonable cost to the Contractor, as 
determined by the City Engineer, plus fifteen per cent, of said 
cost. 

Accompanying this proposal is a certified check for two 
thousand dollars ($2,000), which it is agreed shall become the 
property of the city of Boston, if, in case this proposal shall be 
accepted by the Boston Water Board, the undersigned shall fail 
to execute a contract with said city under the conditions of this 
proposal within the time provided for by the advertisement for . 
proposals ; otherwise said check shall be returned to the under- 
signed. 

No member of the city council, and no person in any office 
or employment of the city of Boston is directly or indirectly 
interested in this proposal or in any contract which maybe made 
under it, or in expected profits to arise therefrom ; and this pro- 
posal is made in good faith without collusion or connection with 
any other person bidding for the same work. 

Name 

Address 

Date ^^93' 



366 COMPLETE SPECIFICATIONS. 

CITY OF BOSTON. 

BOSTON WATER WORKS. 

CONTRACT AND SPECIFICATIONS FOR BUILDING DAM 
NO. 5, IN THE TOWN OF SOUTHBOROUGH. 

This Agreement^ made and concluded this 
-day of in the year one thousand eight 



hundred and ninety-three, between the City of Bos- 
ton, by its Boston Water Board, of the first part, 

and in the State of 

of the second part: 
Commence- ^^ Witnesseth, That for and in consideration of 

ment of , . i • r • i 

Work. the payments and agreements heremafter mentioned, 
to be made and performed by the said party of the 
first part, and under the penalty expressed in a bond 
bearing even date with these presents and hereunto 
annexed, the said party of the second part agrees 
with the said party of the first part to commence the 
work herein required to be done, within fourteen 
days after the signing of this contract and to proceed 
with the work in such order and at such times, 
points, and seasons, and with such force as may, 
from time to time, be directed by the engineer, and 
at his own proper cost and expense, to do all the 
work and furnish all the materials called for by this 
agreement, in the manner and under the conditions 
hereinafter specified. 
Completion of And the said party of the second part hereby 

^°'^ agrees to complete all the work called for under this 
agreement, in all parts and requirements and in full 
conformity with the plans and specifications on or 
before November i, 1S96; provided, however, that 
the water board shall have the right at their discre- 
tion to extend the time for said completion of the 
work. It is further agreed that the permitting of 
said party of the second part to go on and finish 
said work after the time specified for its completion 
shall not operate as a waiver of any of the rights of 
said city under this contract. 
Referee. B. To prevent all disputes and litigation it is fur- 
ther agreed, by and between the parties to this con- 
tract, that the city engineer of Boston (meaning 
thereby the individual at any time holding the posi- 
tion or acting in the capacity of the engineer of the 
Boston Water Board) shall be referee in all cases to 
determine the amount or the quantity of the work 
which is to be paid for under this contract, and to 



SPECIFICATIONS AND CONTRACT FOE DAM. 367 

decide all questions*vvhich may arise relative to the 
fulfillment of this contract on the part of the con- 
tractor, and his estimates and decisions shall be final 
and conclusive; also that said engineer, by himself, 
or by assistants and inspectors, acting for him, shall 
inspect the work to be done under this agreement to 
see that the same is done strictly in accordance with 
the requirements of the specifications hereinafter set 
forth. 

0. The parties further agree that wherever in this 
contract the words defined below are used, they shall 
be understood to have the meanings herein given : 

The term "water board" shall mean the Bos- Water Board 
ton Water Board, or any board or committee duly 
authorized to represent the city of Boston in the 
execution of the work covered by this contract. 

The word "engineer" when not further quali- Engineer, 
fied, shall mean the said city engineer or his prop- 
erly authorized agents, limited by the particular 
duties entrusted to them. 

The word "contractor" shall mean the person Contractor, 
or persons, co-partnership or corporation, who have 
entered into this contract as party of the second part, 
or his or their legal representatives. 

D. It is further agreed that the quantities of work 
to be done and materials to be furnished, as given 
in the accompanying notice to contractors are only 
for the purpose of comparing the bids offered for the 
work under the contract on a uniform basis ; and it 
is hereby agreed that the Boston Water Board 
expressly reserves the right to increase or diminish 
the above mentioned quantities, or any of them, as 
may be deemed necessary by the engineer. 

E. The plans and specifications are intended to be Plan*, 
explanatory of each other ; but should any discrep- 
ancy appear, or any misunderstanding arise as to the 
import of anything contained in either, the parties 
hereto further agree that the explanation and deci- 
sion of the city engineer shall be final and binding on 

the contractor; and all directions and explanations 
required, alluded to, or necessary to complete any 
of the provisions of this contract and specifications 
and give them due effect, shall be given by the said 
engineer. Corrections of errors or omissions in 
drawings or specifications may be made by the said 
engineer, when such corrections are necessary for 
the proper fulfillment of the intention of such draw- 
ings or specifications, the effect of such corrections 

• This is not binding. See Art. 13, p. 19. 



368 



COMPLETE SPECIFICATIONS. 



to date from the time that the said engineer gives 
due notice thereof to said contractor. 
Alterations. P. It is further agreed that the city engineer may 
make alterations in the line, grade, plan, form, posi- 
tion, dimensions, or material of the work herein 
contemplated, or of any part thereof, either before 
or after the commencement of construction. If such 
alterations diminish the quantity of work to be done, 
they shall not constitute a claim for damages, or for 
anticipated profits on the work that may be dis- 
pensed with ; if they increase the amount of work, 
such increase shall be paid for according to the 
quantity actually done, and at the price established 
for such work under this contract ; or in case there 
is no price established, it shall be paid for at its 
actual reasonable cost as determined by the city 
engineer, plus fifteen per cent, of said cost. 

SPECIFICATIONS FOR BUILDING DAM NO. 5 OF THE 
SUDBURY RIVER WORKS. 



Plans. 



Borings. 



General De< 
scription. 



(jr. I. The contractor is to furnish all the material 
and do all the work necessary to build a dam on the 
Stony Brook branch of the Sudbury river near the site 
of Nichol's Mill, so called, in the town of South- 
borough, Mass. The dam to be m accordance with 
plans marked Dam No. 5, dated June 16, 1893, 
signed by William Jackson, city engineer, and filed 
in the office of the city engineer. City Hall, Boston. 
The work will also be built in conformity with these 
specifications. 

These plans show only the general character of 
the work, and during its progress such working plans 
will be furnished from time to time by the engineer 
as he may deem necessary. 

The character of the materials to be met with, 
as shown on said plans, is the result of such exami- 
nations as the city of Boston has been able to make ; 
but no guarantee is made as to the accuracy of the 
borings or test pits or the representations on the 
plans. 

2. The dam is to be built partly of masonry 
and partly of earth, approximately on the lines shown ; 
but if the character of the materials or circumstances 
arise which render it advisable to change the location 
of the dam or to change the plans of the dam the 
city of Boston expressly reser\'es the right so to do 
without payment of damages to the contractor, but 



SPECIFICATIONS AND CONTRACT FOR DAM. 369 

all work actually completed will be paid for as per 
prices bid for the whole work. 

The earth embankments will contain plastered 
concrete core walls. Water-tight material will be 
placed next these walls on the water side. The 
embankments will be protected from wash by linings 
of riprap or paving. A walk will be built on the top 
of the dam, and other slopes and surfaces covered 
with soil as directed. The embankments will be 
separated from the masonry overfall by heavy wing 
walls. A gate-house with wells and appurtenances 
as shown will be built next to the north wing wall. 
The "masonry portion*' of the dam will be about 
300 feet in length and will be a solid mass of rubble 
masonry faced with range stones laid in courses. 

Where the rock is of poor quality or for other 
reasons, it may seem to the engineer to be desirable, 
the core walls both in the center of the embankments 
and under the masonry section may be carried down 
deep into the rock. 

3. The work to be done in a general way con- Work to be 
sists in stripping the site of the dam ; building up 
the embankments in layers, and in paving or other- 
wise protecting their surfaces ; doing all blasting, 
rock and timber work ; constructing all masonry ; 
building in all iron work in connection with brick or 
other masonry ; laying pipes through the dam ; doing 
all pumping or other temporary work in connection 
with the permanent work, and delivering over to said 
city of Boston the whole structure in a complete con- 
dition with the masonry all pointed and with the 
dam ready to be put into service in accordance with 
the plans and these specifications. 

All work during its progress and on its comple- Lines,Grade«, 
tion must conform truly to the lines, grades, and 
levels to be determined and given hereafter by the 
engineer, and due facilities and such assistance and 
materials as he may require must be furnished by the 
contractor without extra charge, and the engineer's 
marks must be carefully preserved. The work must 
also be built in accordance with the plans and direc- 
tions which shall be given by him from time to time, 
subject to such modifications and additions as said 
engineer shall deem necessary during the prosecution 
of the work, and in no case will any work which may 
be performed, or any materials furnished in excess 
of the requirements of this contract or of the plans or 



370 COMPLETE SPECIFICATIONS. 

of the specifications, be estimated and paid for, 
unless such excess shall have been ordered by the 
water board as hereinafter set forth. 

Tools and im- The contractor is to furnish all temporary 

flumes, all materials and all tools, implements, 
machinery, and labor necessary or convenient for 
doing all the work herein contracted for, with safety 
to life and property in accordance with this contract, 
and within the time specified herein; he will be 
required to construct and put in complete working 
order the work herein specified, and is to perform 
and construct all the work covered by this agree- 
ment ; the whole to be done in conformity with the 
plans and these specifications ; and all parts to be 
done to the satisfaction of the city engineer. 

*ofl« 4. The soil is to be removed from the grounds 

where the dam, embankments, and other works are 
to stand. Wherever directed by the engineer said soil 
to be hauled and put in spoil banks, to remain until 
required to be placed over the finished surfaces of 
slopes or embankments. The quantities of soil 
removed will be measured in the spoil banks and 
paid for as stipulated in article Q. item (a). 

The slopes of the embankment are to be covered 
with soil taken from the spoil banks ; if any addi- 
tional soil is needed for the work, it shall be 
obtained and taken from such grounds as may be 
designated by the engineer, and deposited wherever 
ordered by him ; all soil removed from the spoil 
banks, or from such grounds as the engineer may 
designate, shall be measured in excavation. It will 
be rolled or otherwise compacted, and paid for as 
stipulated in article Q, item (^aa). 

All surfaces which are required to be afterwards 
sodded or seeded are to be covered with soil at least 
tw^enty-four inches in thickness. 

^oddineand c. The embankments of the dam, and such 

Seeding. J 11. t ^ ^ 

other surfaces as may be designated by the engmeer, 
are to be sodded or seeded with grass seed. 

All the surfaces to be sodded or seeded are to 
be carefully graded and particular care taken to 
make a true and even bearing for the sods to rest on. 
^od*. xhe sods to be of good quality of earth covered 

with heavy grass, sound and healthy, and not less 
• than one foot square, and generally of a uniform 
thickness of three inches. These sizes may be 
altered by the engineer during the progress of the 
work. The sods will be cut with a bevel on all 



SPECIFICATIONS AND CONTEACT FOB DAM. 371 

sides, so that when laid they will lap at the edges ; 
to be properly set so as to have a full bearing on 
their whole lower surface ; to be padded down firm with 
a spade or wooden bat made suitable for the purpose ; 
each sod is to be pinned with one wooden pin, not 
less than fifteen inches long, so as to be secured to 
the ground beneath it, and to be so laid that the 
upper surface shall conform to the true slope of the 
bank or ground and to the lines given by the 
engineer. No lean, poor, or broken sods will be 
allowed in the work, but on the outside edges of the 
bank sods may be cut to such size and shape as will 
make a proper finish to the same. The engineer 
may alter all the above sizes during the progress of 
the work. 

The sodding that shall have been laid shall be 
well and carefully sprinkled with water as often as 
the engineer shall deem necessary. 

6. The engineer may specify the kind, quality, Seeding. 
and amount of seed to be used on all surfaces 
ordered to be seeded, and he may also direct the 
manner of seeding, including rolling and watering. 

EARTH EXCAVATION AND EMBANKMENT. 

7. Earth excavation is to be made for the 
foundations, center walls, etc., and for any grading 
that may be required either above or below the dam, 
or for any other work in connection with the dam, 
structures, or appurtenances which the engineer may 
order, but no payment will be made for earth or 
other excavation unless specifically staked out and 
ordered by the engineer. The price bid for excava- 
tion will cover all excavations by the contractor for 
his own convenience or for temporary or protecting 
work, none of which will be measured or estimated 
by the engineer. 

8. Earth excavation is to be made in accord- Excavation, 
ance with the lines established by the engineer, and 

the price herein stipulated for earth excavation — 
article Q, item (c) — is to include the work of clear- 
ing and grubbing the ground of all trees, stumps, 
bushes, and roots, and burning or otherwise dispos- 
ing of the same ; of sheeting and bracing and sup- 
porting and maintaining all trenches and pits during 
and after excavation ; of all pumping, ditching and 
draining ; of clearing the excavation of all wood or 
other objectionable materials, of selecting the mate- 
rials, and of hauling and of disposing of the exca- 



372 



COMPLETE SPECIFICATIONS. 



Measure- 
ment. 

Embank- 
ment. 



vated materials in making embankments, in filling, 
refilling, and wasting; of rolling and watering, and 
all other labor and expenses incidental to the hand- 
ling of the excavated materials. 
SpoU Banks. ^. Whenever, in the opinion of the engineer, 

the material excavated from the pits and trenches 
can not properly be disposed of in embankment or 
for other work at one hauling, it shall be deposited 
in spoil banks, and paid for under article Q, item 
(c), and if subsequently ordered to be used in the 
work, it shall be paid for a second time under article 
Q, item {cc). 

10. All earth work paid for under article Q, 
items (c) and (cc), shall be measured in excavation. 

11. The embankments for the dam shall start 
from a well prepared base, stepped on sloping 
ground, and shall be carried up in horizontal layers 
not exceeding four inches in thickness; every layer 
to be carefully rolled, either with heavy grooved 
rollers, or steam rollers, and to be well watered.. 
The earth to be well rammed with heavy rammers 
at such points as can not be reached by the rollers. 
Special care shall be required in ramming the earth 
close to the center wall, which shall always be kept 
at least two feet higher than the adjoining embank- 
ment, unless otherwise permitted. The embank- 
ments of the dam shall be kept at an uniform height 
on both sides of the masonry during construction, 
and at no time will the down-stream half of the dam 
be allowed to be higher than the up-stream portion. 

At all times the earth embankment must be 
kept three feet above the "masonry portion" of the 
dam. 

Watering. 12. Ample means shall be provided for water- 

ing the banks, and any portion of the embankment 
to which a layer is being applied shall be so wet, 
when required, that water will stand on the surface. 

The contractor shall furnish at his own cost the 
necessary steam pumping plant and force-main for 
forcing water into a tank situated on the side hill, at 
least fifty feet above the top of the dam when com- 
pleted. From this tank a three-inch distribution 
pipe, fitted with gates and hose connections, will 
lead lengthwise over the dam to supply water wher- 
ever it may be needed. If the engineer approves, 
some other method of equal efficiency for the fur- 
nishing of water may be substituted for the above 



SPECIFICATIONS AND CONTRACT FOR DAM. 373 



Clearing and 
Grubbing. 



r 



Quality of 
Earth. 



plant. This ,work is included in the price to be 
paid for earth excavation. 

13. All the grounds covered by the dam and 
by the borrow pits shall be cleared of all soil, stones, 
trees, stumps, or other organic or perishable matter, 
which shall be deposited at such points as shall be 
designated. If the borrow pits are, in the opinion 
of the engine'er, sufficiently near the dam, the soil 
or other useful materials may be removed to the 
spoil banks and measured, otherwise they will not 
be measured. Stumps and other vegetable substances 
shall be burned. 

14. The surfaces of embankments shall be 
dressed smoothly to line and grade to receive the 
soil or broken stones supporting the paving or riprap. 

15. The earth used for the embankments shall 
be free from perishable material of all kinds, and 
from stones larger than three inches in diameter, and 
it shall be of a quality approved by the engineer. 
The portion of the embankment next to the core- 
wall on the up-stream side of the dam and the refill- 
ing of all trenches will be composed of hard-pan or 
other fine, compact, or selected material approved 
by the engineer, who shall decide upon the quality 
and character of the earth to be used at various 
places, and it must be selected and placed in accord- 
ance with his orders. 

16. All excavation and disposal in embank- 
ments and refilling of earth, hard-pan, and other 
materials, shall be classified and estimated as earth 
excavation, and paid for at the price hereinafter 
stipulated, article Q, item (c). 

ROCK EXCAVATION. 

17. Rock excavation is to include the excava- 
tion of all solid rock which can not, in the opinion 
of the engineer, be removed by picking, and of 
bowlders of one cubic yard or more in size ; the price 
hereinafter specified — article Q, item (^) — to be 
paid for rock excavation shall include the work of 
hauling and disposing of the same in spoil banks or 
other places. 

18. Rock excavation shall be measured in 
excavation, and estimated for payment in accordance How Meas 
with the lines given by the engineer. No excavation 
outside of these lines will be estimated. 

19. Rock is to be excavated for the foundations 
of the dam, core-walls, and gate-house, and wherever 
the engineer may order. 



Classlfica- 
tton. 



ured. 



374 COMPLETE SPECIFICATIONS. 

Steps. 20. In the wall and pipe trenckes and in the 

foundation for the gate-house or other structures, 
the rock is to be shaped roughly in steps or other 
form that may be ordered by the engineer. 

The price bid for rock excavation is to include 
the cost of supporting and maintaining the excava- 
tions, of pumping and draining, of disposing of the 
excavated materials as ordered by the engineer, and 
all other incidental expenses. 

Expiosires 21. All rock excavation in the wall trenches 

and at any other place designated by the engineer is 
to be made with explosives of a moderate power, 
under his directions, and not with high explosives. 
Black powder may be ordered by him to be used in 
special cases. 

22. All rock surface intended for masonry 
foundation must be freed from all loose pieces, and 
be firm and solid, and prepared as directed by the 
engineer. 

FOUNDATION WORK. 

23. The foundation work for the centre walls 
of the dam and for other structures is to be extended 
to such depth and in such a manner as shall be 
ordered by the engineer. In bad bottom, sheet 
piling, tonged and grooved, may be ordered to be 
driven or placed on one or more sides of the work. 
If the material of excavation is such, in the opinion 
of the engineer, as to require especial precaution, 
the trenches for the centre wall and for other struc- 
tures may be ordered extended to a great depth, 
beyond the indications of the plans. The position 
of the bed rock being uncertain, it is impossible to 
indicate the bottom of the core-wall with accuracy, 
and it is distinctly understood that the lines for the 
foundation shown on the plans are not guaranteed 
by the city to be correct. 

PROTECTIVE WORK. 

24. The contractor will be required at his own 
expense to take care of all water which may come 
down the stream during the progress of the work, 
and to make good any damage done to the dam 
from freshets or other action of the water or the 
elements. 

TIMBER. 

25. Timber may be ordered used for platforms, 
for permanent sheet-piling, and for other permanent 



SPECIFICATIONS AND CONTRACT FOR DAM. 



375 



uses. It shall be of the sizes and placed in the 
manner ordered by the engineer. 

26. All timber and lumber so used shall be 
spruce, sound, straight grained, and free from all 
shakes, loose knots, and other defects that may 
impair its strength and durability. The price bid 
for timber shall cover all incidental expenses incurred 
for labor, or for tools or materials used in placing, 
securing, and fastening it. 

27. No payment shall be made to the con- 
tractor for lumber used for bracing, sheeting, scaf- 
folding, and other temporary purposes. 

28. All sheeting and other timber work in the 
trenches and pits shall be removed unless it is 
ordered left in, in which case such timber shall be 
paid for as herein stipulated — article Q, item (^) — 
for permanent timber work. 

29. The timber to be used for sheet-piling in Tongued and 
the foundations and other places may be ordered Ti'mber** 
tongued and grooved. Such timber shall be fur- 
nished and placed as ordered, and the price herein- 
after stipulated — article Q, item (^ee) — for tongued 

and grooved timber is to cover the cost of placing, 
driving, securing, and fastening the same. 

MASONRY. 

30. All masonry, except where otherwise spec- 
ified, shall be laid in hydraulic cement mortar, and 
shall be built of the forms and dimensions shown on 
the plans, as directed by the engineer from time to 
time, and the system of bonding ordered by the engi- 
neer shall be strictly followed. 

31. All beds and joints must be entirely filled 
with mortar, and the work in all cases shall be well 
and thoroughly bonded. 

32. Care must be taken that no water shall 
interfere with the proper laying of masonry in any 
of its parts. 

33. All means used to prevent water from 
interfering with the work, even to the extent of fur- 
nishing and placing pipes for conducting the water 
away from points where it might cause injury to the 
work, must be provided by the contractor at his own 
expense. 

34. Under no circumstances will masonry be 
allowed to be laid in water. 

35. All iron-work, except the sluice-gates, is iron-woA, 
to be built in the masonry without other compensa- 

25 



Water. 



Pipes, 



376 



COMPLETE SPECIFICATIONS. 



Frcezinff 
Weather, 



Sprinkling. 



Cement. 



tion than the price herein stipulated to be paid per 
cubic yard of masonry. The pipes, special castings 
and other iron work will be furnished and deliverd 
by the city on the site of the dam, and must then be 
carefully protected, handled and laid by the con- 
tractor in a thorough manner as directed by the engi- 
neer. 

36. No masonry is to be built between the 
15th of November and the 15th of April, or in freez- 
ing weather, except by permission of the engineer. 

All masonry to be amply protected from the 
action of frost during the winter. The contractor 
will be required to make good any damage resulting 
from frost on any portion of the work. 

37. All fresh masonry, if allowed to be built 
in freezing weather, must be covered and protected 
in a manner satisfactory to the engineer, and during 
hot weather all newly-built masonry shall be kept 
wet by sprinkling water on it with a sprinkling pot 
until it shall have become hard enough to prevent 
its drying and cracking, and if necessary canvass 
coverings must be provided. 

38. American cement and Portland cement 
are to be used. The American cement must be in 
good condition and must be equal in quality to the best 
Rosendale cement. It must be made by manufac- 
turers of established reputation, must be fresh and 
very fine ground, and in well-made casks. The 
Portland cement must be of a brand equal in quality 
to the best English Portland cement. To insure its 
good quality, all the cement furnished by the con- 
tractor will be subject to inspection and rigorous 
tests; and if found to be of improper quality, will 
be branded and must be immediately removed from 
the work ; the character of the tests to be determined 
by the engineer. The contractor shall, at all times, 
keep in store at some convenient point in the vicinity 
of the work, a sufficient quantity of cement to allow 
ample time for the tests to be made without delay 
to the work of construction. The engineer shall be 
notified at once of each delivery of cement. It shall 
be stored in a tight building, each cask must be 
raised several inches above the ground, by blocking 
or otherwise. 

39. Cement is generally to be used in the form 
of mortar with an admixture of sand, and when so 
used, its use is included in the price herein stipulated 



SPECIFICATIONS AND CONTEACT FOB DAM. 377 



I 



for the various kinds of masonry. For the founda- 
tion work, however, Portland cement may be 
ordered by the engineer in exceptionally wet and 
difficult places, to be used with or without any 
admixture of sand for grouting seams or for such 
other purposes as he may direct. The cost of plac- 
ing said cement will be paid by the city, the price to 
be paid to be estimated by the engineer unless other- 
wise stipulated. Such cement is to be paid for per 
barrel of four hundred pounds, furnished and deliv- 
ered by the contractor at the place where it must be 
used. See article Q, item (y). 

40. All mortar shall be prepared from cement 
of the quality before described, and clean, sharp 
sand. These ingredients shall be thoroughly mixed 
dry, as follows: The proportion of cement ordered, 
by measure, with the ordered proportion of sand, 
also by measure; and a moderate dose of water is to 
be afterwards added to produce a paste of proper 
consistency ; the whole to be thoroughly worked 
with hoes or other tools. In measuring cement it 
shall be packed as received in casks from the manu- 
facturer. The mortar shall be freshly mixed for the 
work in hand, in proper boxes made for the purpose ; 
no mortar to be used that has become hard or set« 
If the mortar ingredients are mixed at some distance 
from the work, water shall not be added until the 
mortar has been brought to the dam and is ready for 
use. 

41. The price herein stipulated for the various 
kinds of masonry is contingent on the use of a mortar 
made of a mixture of one part in a volume of Amer- 
ican cement to two parts of sand. Additional prices 
are herein stipulated for the use of mortars formed 
with a different mixture of cement and sand. Article 
Q, items (5), (0, {u), (v). 

42. The concrete shall be formed of sound 
broken stones or screened gravel stones not exceed- 
ing two inches at their greatest diameter. All stones 
in any way larger are to be thrown out. The mate- 
rials to be cleaned from dirt and dust before being 
used ; to be mixed in proper boxes, with mortar of 
the quality before described, in the proportion of five 
parts of broken stone to one part of cement ; to be 
laid immediately after mixing, and to be thoroughly 
compacted throughout the mass by ramming till the 
water flushes to the surface ; the amount of water 
used for making the concrete to be approved or 



Mortar. 



Concrete. 



378 



COMPLETE SPECIFICATIONS. 



Plastering. 



Brick Ma- 
sonry. 



directed by the engineer. The concrete shall be 
allowed to set for twelve hours, or more, if so directed, 
before any work shall be laid upon it ; and no walk- 
ing over or working upon it shall be allowed while it 
is setting. Article Q, itena {g). 

43. Whenever ordered by the engineer the con- 
crete shall be formed of broken stone not exceeding 
one inch at their greatest diameter, used in the pro- 
portion of three parts of broken stone to one part of 
cement. Article Q, item (^gg)' 

44. The up-stream faces of all core-walls, and 
such other surfaces as the engineer may direct, will 
be thoroughly plastered with a half inch coat of Port- 
land cement plastering put on in two portions as fol- 
lows : Next the concrete a thick coating of Portland 
cement mortar will be put on, mixed in the pro- 
portion of one part of cement to one of sand, rubbed 
to a uniform surface and left rough ; over this will 
be smoothly spread with trowels a coat of neat Port- 
land cement which shall be thoroughly worked to 
make a perfectly water-tight surface. All plastering 
will be measured and paid for by the square yard of 
superficial surface as per article Q, item (^h). 

45. The bricks shall be of the best quality of hard- 
burned bricks; burned hard entirely through, regular 
and uniform in shape and size, and of compact text- 
ure. To insure their good quality, the bricks fur- 
nished by the contractor will be subject to inspection 
and rigorous tests, and if found of improper quality 
will be condemned, the character of the tests to be 
determined by the engineer. They are to be culled 
before laying at the expense of the contractor, and 
all bricks of an improper quality shall be laid aside 
and removed ; the engineer to be furnished with men 
for this purpose by and at the expense of the con- 
tractor. 

46. All brick masonry shall be laid with bricks 
of the quality before described and in Portland cement 
mortar mixed one part of cement to two of sand. 
No "bats*' shall be used except in the backing, 
where a moderate proportion (to be determined by 
the engineer) may be used, but nothing smaller than 
*'half bricks." The bricks to be thoroughly wet just 
before laying. Every brick to be completely imbed- 
ded in mortar under its bottom and on its sides. 
Care shall be taken to have every joint full of mortar 
and all joints shall be pointed. 



SPECIFICATIONS AND CONTEACT FOE DAM. 379 

47. All centering shall be made, put up, and Centering, 
removed in a manner satisfactory to the engineer. 

48. All stone masonry is to be built of sound, ^*JJ^^ 
clean quarry granite stone of quality and size satis- 
factory to the engineer; all joints to be full of 
mortar, unless otherwise specified. 

49. Paving is to be laid w^ithout mortar, and is p . 
to be used for portions or the whole of the slopes of 

the dam embankments, and at any other place that 
may be designated. 

50. This work is to be measured in accordance 
with the lines shown on the drawings or ordered dur- 
ing the progress of the work. The stones used must 
be roughly rectangular ; all irregular projections and 
feather edges must be hammered off. No stone will 
be accepted which has less than the depth represented 
on the plans or ordered. Each stone used must be 
set solid on the foundation of broken stone or earth 
and no interstices must be left. 

51. After the slopes which are to receive the Broken 
paving have been dressed, a layer of broken stone, Stone*, 
nine inches thick or less, is to be spread as a founda- 
tion for the paving wherever ordered. The broken 

stone must be sound and hard, not exceeding two 
inches at the greatest diameter. Broken stones may 
be used also wherever the engineer may direct, and 
paid for under this head. Article Q, item (/). 
The cost of the broken stone used for making 
concrete is included in the price hereinbefore stipu- 
lated for concrete laid. 

52. Riprap instead of paving may be used for 
covering a large portion of the dam slopes, and ^^P*"*?- 
wherever the engineer may order. It shall be made 

of stone of such size and quality and in such manner 
as he shall direct, and must be roughly laid by hand. 
It will generally be put on in thick layers, and if 
found cheaper will probably be substituted for paving 
on the lower slopes of the dam below the berm. 

53. Rubble-stone masonry is to be used for the Rubble, 
central part of the dam, for the wing-walls of the 
earth embankments, for the gate-house, and wherever 
ordered by the engineer. 

It shall be made with sound clean stones of com- 
pact texture, free from loose seams and other defects. 
1 ney must have roughly rectangular forms, and all 
irregular projections and feather edges must be 
»*ammered off before the stones are set. The beds 



380 COMPLETE SPECIFICATIONS. 

must be good for materials of this class and must 
present such even surfaces that when lowering a 
stone on the surface prepared to receive it, there 
may be no doubt that the mortar will fill all spaces. 

After the bed-joints are thus secured, a moderate 
quantity of spalls can be used in the preparation of 
suitable surfaces for receiving other stones. No 
spalling up under a stone after it is laid will be 
allowed, neither will any grouting or filling of joints 
be allowed after the stone is set. Especial care is to 
be taken to have every stone entirely surrounded by 
mortar. 

The quality of the beds is to regulate, to a large 
extent, the size of the stones used, as the difficulty of 
forming a good bed-joint increases with the size of 
the stones. Various sizes must be used. 

Generally the largest stones are not to measure 
more than twenty cubic feet, and they are to be used 
in the proportion of about twenty-five per cent, of 
the whole, but they must be omitted partially or 
entirely if their beds are not satisfactory. It is 
expected that one quarter of the stones used will be 
of such size that two men can handle them. The 
balance to be composed of intermediate sizes. 
Regular coursing to be avoided. 
Broken 54. The exposed faces of the wing walls, 

Ashlar, retaining walls, and of any other rubble work that the 
engineer may designate, are to be made of broken 
ashlar with joints not exceeding one half inch in 
thickness; the stones not to be less than 12 inches 
deep from the face, and to present frequent headers. 
The joints shall be pointed with neat Portland 
cement. This face work is to be paid for by the 
square foot of the superficial area for which it is 
ordered in addition to the price paid per cubic yard 
of rubble-stone masonry, but the right is reserved to 
change this masonry to range work, should it be for 
the interest of the city so to do. Article Q, item (;z). 
Rangework. 55' The outer faces of the masonry dam, and 

if found best the gate-chamber and any other 
masonry that may be designated, are to be made of 
range stones, as shown on the plans, the stones to be 
of unobjectionable quality, sound and durable, free 
from all seams and other defects, and of such kind 
as shall be approved by the engineer. They shall 
be pointed with neat Portland cement. 

All beds, builds, and joints are to be cut true to 
a depth of not more than 4 inches, and not less than 



SPECIFICATIONS AND CONTRACT FOR DAM. 381 

3 inches from the faces and to surfaces allowing of 
one half inch joints at most; the joints for the 
remaining part of the stones not to exceed 2 inches 
in thickness at any point. 

56. All cut arrises to be true, well defined, and Arrises. 
sharp. 

57. Where this class of masonry joins with 
dimension stone masonry the courses must corres- 
pond, and the joining with arches and other dimen- 
sion stone masonry must be accurate and workman- 
like. 

Each course to be composed of two stretchers ^°°^ 
and one header alternately, the stretchers not less 
than 3 feet long nor more than 7 feet long. 

58. The rise of the courses may vary from bot- courses. 
tom to top from 30 inches to 15 inches in approxi- 
mate vertical progression, and the width of bed of 

the stretchers is not to be at any point less than the 
height nor less than 24 inches. The headers are not 
to be less than 4 feet in length. 

This class of masonry, includingf the headers, is ^^eas«re- 
to be estimated at 30 mches thick throughout. In no 
case are the tails of the headers to be estimated, 

59. The coping of the wing walls will be Coping. 
classed as coping stone masonry. The surfaces will 

be rough pointed to the circular forms given. The 
capping stones to the posts will be estimated as 
dimension stone with hammered surfaces. 

60. The prices herein stipulated for range and ^"ces. 
broken ashlar stone masonry are to cover the cost of 
pointing, of cutting chisel drafts at all corners and 
angles in the work, and of preparing the rock faces ; 

but if any six-cut work is ordered in connection with 
this class of masonry it shall be paid for at the prices 
hereinafter stipulated for such work. Article Q, 
item (r). 

61. The face bond must not show less than 
12 inches lap unless otherwise permitted. 

63. The pointing of the faces of all masonry ^"'"ting. 
in the dam, gate-house, and wings to be thoroughly 
done with neat Portland cement after the structures 
are completed, every joint to be raked out therefor 
to a depth of at least 2 inches, and if the engineer is 
satisfied that the pointing at any place is not properly 
done it must be taken out and done over again. The 
cement is to be mixed in small quantities and applied 
before its first setting. 



382 



COMPLETE SPECIFICATIONS. 



Dimension 
Stone Ma- 
sonry. 



Rock -face. 



Hammered 
Work. 



Grooves. 



Walk. 



63. Dimension stone masonry must be made 
of first-class granite of moderately uniform color, 
^ree from all seams, discoloration, and other defects, 
and satisfactory to the engineer. The stones shall 
be cut to exact dimensions, and all angles and arrises 
shall be true, well defined, and sharp. All beds, 
builds, and joints are to be dressed for the full depth 
of the stone, to surfaces allowing of one quarter (5^^) 
inch joint at most. No plug-hole of more than 6 
inches across or nearer than 3 inches to an arris is to 
be allowed, and in no case must the aggregate area 
of the plug-hole in any joint exceed one quarter of 
its whole area. 

The stone shall be laid with one quarter (5^) 
inch joints, and all face joints shall be pointed with 
mortar made of neat Portland cement, applied before 
its first setting. All joints to be raked out to a depth 
of two inches before pointing; the cost of pointing 
to be included in the price stipulated for cut stone 
masonry. 

64. In rock face work the arrises of the 
stones enclosing the rock face must be pitched to 
true lines; the face projections to be bold, and from 
3 to 5 inches beyond the arrises. The angles of all 
walls or structures having rock faces are to be 
defined by a chisel draft not less than i^ inches 
wide on each face. 

65. In fine hammered work the face of the 
stones must be brought to a true plane and fine 
dressed, with a hammer having six blades to the 
inch. 

For fine hammer-dressing (six-cut work) the 
price stipulated in article Q, item (r), per superfi- 
cial square foot of dressing will be paid in addition 
to the price per cubic yard of masonry. 

66. No payment will be made for cutting 
grooves and recesses other than the price paid for 
the dressing of their surfaces, which are to be fine 
hammered. 

^^. The contractor will build a walk upon the 
top of the earthen embankments. It will be 8 feet 
wide and i foot in depth, composed of broken stone 
9 inches in depth and a thin layer of selected screen- 
ings and binding gravel (as ordered). The surface 
will be moistened and rolled with a hand roller as 
directed. The broken stone screenings and gravel 
used in this walk will not be included in any other 
measurement. Payment will be made for the fin- 



SPECIFICATIONS AND CONTRACT FOR DAM. 



383 



ished walk according to the number of linear or run- 
ning feet it may contain. 

GENERAL CLAUSES. 

68. If any person employed by the contractor 
on the work should appear to the engineer to be 
mcompetent, or to act in a disorderly or improper 
manner, he shall be discharged immediately on the 
requisition of the engineer, and such person shall not 
be again employed on the work. 

69. Any materials condemned or rejected by 
the engineer or his representatives may be branded, 
or otherwise marked, and shall, on demand, be 
at once removed to a satisfactory distance from the 
work. 

70. Any unfaithful or imperfect work which 
may be discovered before the final acceptance of the 
work shall be corrected immediately, and any unsat- 
isfactory materials delivered shall be rejected on the 
requirement of the engineer, notwithstanding that 
they may have been overlooked by the proper 
inspector. The inspection of the work shall not 
relieve the contractor of any of his obligations to 
perform sound work, as herein prescribed ; and all 
work, of whatever kind, which, during its progress 
and before it is finally accepted, may become dam- 
aged from any cause shall be removed, and replaced 
by good and satisfactory work. 

71. Whenever the contractor is not present on 
any part of the work where it may be desired to 
give directions, orders will be given by the engineer 
to, and shall be received and obeyed by, the super- 
intendent or foreman who may have charge of the 
particular work in relation to which the orders are 
given. 

72. In all the operations connected with the work 
herein specified, all laws or regulations controlling 
or limiting in any way the actions of those engaged 
on the works, or affecting the methods of doing the 
work or materials applied to it, must be respected 
and strictly complied with ; and during the progress 
of the work the contractor shall provide such precau- 
tions as may be necessary to protect life and 
property. 

73. After the completion of the work the con- 
tractor is to remove all temporary structures built by 
him, and all surplus materials of all kinds from the 
site of the work, and to leave them in neat condition. 



Incompetent 
Workmea. 



Materials 
Branded. 



Imperfect 
Work. 



Orders 
Obeyed. 



Laws. 



CI earing op. 



384 



COMPLETE SPECIFICATIONS. 



Ways and 
Means. 



Aceett. 



Alteration. 



Subletting. H. The Contractor agrees that he will give his per- 
sonal attention to the fulfillment of this contract ; and 
that he will not sublet the aforesaid work, but will 
keep the same under his control, and that he will not 
assign, by power of attorney or otherwise, any por- 
tion of the said work, unless by and with the previous 
consent of the water board, to be signified by 
endorsement on this agreement. 

I. The contractor shall furnish the necessary 
scaffolding, ways, and all necessary means and con- 
veniences for the transfer of the material to its 
proper place and for its erection. And it is also to 
be understood that the city shall not be held respon- 
sible for the care or protection of any materials or 
parts of the work until its final acceptance. 
J. It is further agreed that the 'engineer, or his 
authorized agent and assistants, shall at all times 
have access to the work during its progress ; and he 
shall be furnished with every reasonable facility for 
ascertaining that the work being done is in accord- 
ance with the requirements and intention of this 
contract. 

K. Should it be found desirable by the water 
board to make alterations in the form or character of 
any of the work, the said water board may order 
such alterations to be made, defining them in writing 
and drawings, and they shall be made accordingly; 
provided^ that in case such changes increase the cost 
of the work, the contractor shall be fairly remunera- 
ted ; and in case they shall diminish the cost of the 
work, proper deduction from the contract price shall 
be made ; the amount to be paid or deducted to be 
decided by the city engineer. 

L. The contractor hereby agrees that he will do 
such extra work as may be required by the water 
board for the proper construction or completion of 
the whole work herein contemplated ; that he will 
make no claims for extra work unless it shall have 
been done in obedience to a written order from the 
said water board or their duly authorized agent ; that 
all claims for extra work done in any month shall be 
filed in writing with the engineer before the fifteenth 
of the following month; and that, failing to file such 
claims within the time required, all rights for pay for 
such extra work shall be forfeited. The price to be 
paid for all extra work done shall be its actual rea- 
sonable cost to the contractor, as determined by the 
city engineer, plus fifteen per cent. 



Bztra Work. 



SPECIFICATIONS AND CONTRACT FOR DAM. 385 

M. The contractor is to use such appliances for the 
performance of all the operations connected with the ^^ "*^** 
work embraced under this contract as will secure a 
satisfactory quality of work and a rate of progress 
which, in the opinion of the engineer, will secure the 
completion of the work within the time herein speci- 
fied. If, at any time before the commencement or 
during the progress of the work, such appliances ap- 
pear to the engineer to be inefficient or inappropriate 
for securing the quality of the work required or the 
said rate of progress, he may order the contractor to 
increase their efficiency or to improve their character, 
and the contractor must conform to such order ; but 
the failure of the engineer to demand such increase 
of efficiency or improvement shall not relieve the 
contractor from his obligation to secure the quality 
of work and the rate of progress established in these 
specifications. 

N. The said contractor further agrees that if the 
work to be done under this contract shall be aban- 
doned, or if at any time the engineer shall be of the 
opinion, and shall so certify in writing to the water 
board, that the said work is unnecessarily or unrea- 
sonably delayed, or that the said contractor is willfully 
violating any of the conditions or agreements of this 
contract, or is not executing said contract in good 
faith, or fails to show such progress in the execution 
of the work as will give reasonable grounds for an- 
ticipating its completion within the required time, 
the said water board shall have power to notify the 
said contractor to discontinue all work, or any part 
thereof, under this contract ; and thereupon the said 
contractor shall cease to continue said work, or such 
part thereof, as the said water board may designate ; 
and the said water board shall thereupon have the 
right, at their discretion, to contract with other par- 
ties for the delivery or completion of all or any part 
of the work left uncompleted by said contractor, or 
for the correction of the whole or any part of said 
work. And in case the expense so incurred by said 
water board is less than the sum which would have 
been payable under this contract if the same had been 
completed by the said contractor, then the said con- 
tractor shall be entitled to receive the difference ; and 
in case such expense shall exceed the last said sum, 
then the contractor shall, on demand, pay the amount 
of such excess to the said city, on notice from the 
said water board of the excess so due ; but such ex- 



386 COMPLETE SPECIFICATIONS. 

cess to be paid by the contractor shall not exceed the 
amount of the security for the performance of this 
contract. 

O. The said contractor further agrees that the said 
water board may, if they deem it expedient to do so, 
retain out of and amounts due to the said contractor 
sums sufficient to cover any unpaid claims of 
mechanics or laborers for work or labor performed 
under this contract ; provided^ that notice in writing 
of such claims, signed by the claimants, shall have 
been previously filed in the office of the city clerk. 
P. The said contractor further agrees that he will 
indemnify and save harmless said city from all claims 
against said city, under chapter one hundred and 
ninety-one of the Public Statutes of Massachusetts, 
and any laws passed since the Public Statutes, with 
reference to liens on buildings and lands, for labor 
done and materials furnished under this contract, 
and shall furnish the said water board with satis- 
factory evidence, when called for by them, that all 
persons who have done work or furnished materials 
under this contract, for which the said city may 
become liable, and all claims from the various 
departments of the city government, or private cor- 
porations, or individuals, for damage of any kind 
caused by the construction of said work, have been 
fully paid or satisfactorily secured ; and in case such 
evidence is not furnished, an amount necessary and 
sufficient to meet the claims of the persons aforesaid 
shall be retained from any moneys due, or that may 
become due, the said contractor under this contract, 
until the liabilities aforesaid shall be fully discharged 
or satisfactorily secured. 

The said contractor further agrees that he will 
indemnify and save harmless the said city from all 
suits or actions, of every name and description, 
brought against the said city for or on account of 
any injuries or damages received or sustained by 
any person or persons, by or from the said con- 
tractor, his servants or agents, in the construction of 
said work, or by or in consequence of any negli- 
gence in guarding the same, or any improper mate- 
rials used in its construction, or by or on account of 
any act or omission of the said contractor or his 
agents; and the said contractor further agrees that 
so much of the money due him under and by virtue 
of this agreement as shall be considered necessary by 
the said engineer may be retained by the said city 



SPECIFICATIONS AND CONTBACT FOB DAM. 387 

until all such suits or claims for damages as afore- 
said shall have been settled, and evidence to that 
effect furnished to the satisfaction of the said engi- 
neer. 

Q. And the said contractor further agrees to receive 
the following prices as full compensation for furnish- 
ing all the materials, and for doing all the work con- 
templated and embraced in this agreement ; also, for 
all loss or damage arising out of the nature of the 
work aforesaid, or from the action of the elements, 
or from any unforeseen obstruction or difficulties 
which may be encountered in the prosecution of the 
same ; and for all risks of every description con- 
nected with the, work; also, for all expense incurred 
by or in consequence of the suspension or discon- 
tinuance of said work as herein specified, and for 
well and faithfully completing the work, and the 
whole thereof, in the manner and according to the 
plans and specifications, and the requirements of 
the engineer under them, to wit: 

(«) For the removal of soil excavated and 
placed in spoil banks, including all incidental work, 
the sum of ($ ) per cubic yard. 

(flat) For the removal of soil taken from spoil 
banks or from other places and placing on the slopes 
of the embankment, including all incidental work, 
the sum of ($ ) per cubic yard. 

(3) For sodding, including all incidental work, 

the sum of ($ ) per superficial square 

yard. 

(^3) For seeding, including all incidental 
work, the sum of ($ ) per acre. 

(c) For earth excavation, including its dis- 
posal in embankments and refilling, or as otherwise 
ordered by the engineer, and all incidental work, the 
sum of ($ ) per cubic yard. 

(cc) For rehandling of excavated materials 
from spoil banks, and placing, including all incident- 
al work, the sum of ($ ) per cubic yard, 

(^) For rock excavation, including its dis- 
posal, and all incidental work, the sum of — - 

($ ) per cubic yard. 

(^) For permanent timber work, except 
tougued and grooved timber, placed, including all 

incidental work, the sum of ($ ) per 

thousand feet B. M. 



388 COMPLETE SPECIFICATIONS. 

(^ee) For permanent timbei work, tongued and 
grooved, placed, including all incidental work, the 
sum of ($ ) per thousand feet B. M. 

(y") For Portland cement ordered by the en- 
gineer, delivered where ordered on the work, in bar- 
rels containing four hundred pounds, including all 

incidental work, the sum of ($ ) per 

barrel. 

(^) For concrete masonry, in place, formed of 
five parts of broken stone or screened gravel, to one 
part of cement, and made with American cement 
mortar mixed in the proportion of one part of cement 
to two parts of sand, including all incidental work, 
the sum of ■ — ($ -) per cubic yard. 

{gg) For concrete masonry, in place, formed 
of three parts of broken stone or screened gravel to 
one part of cement and made with American cement 
mortar mixed in the proportion of one part of cement 
to two parts of sand, including all incidental work, 
the sum of ($ ) per cubic yard. 

(^) For plastering all concrete walls with 
Portland cement, including all incidental work, the 
sum of ($ ) per superficial square yard. 

(i) For brick masonry, laid in Portland 
cement mortar mixed in the proportion of one part 
of cement to two parts of sand, and including all 
pointing, centering, etc., and removing the same, 

and all incidental work, the sum of ($ ) 

per cubic yard. 

{J) For paving in place, including all inci- 
dental work, the sum of ($ ) per cubic 

yard. 

(i) For riprap in place, including all inci- 
dental work, the sum of ($ ) per cubic 

yard. 

(/) For broken stone in place (other than that 
used in making concrete and the walk), including 

all incidental work, the sum of ($ ) per 

cubic yard. 

(w) For rubble-stone masonry, laid in Ameri- 
can cement mortar mixed in the proportion of one 
part of cement to two parts of sand, including all 

incidental work, the sum of ($ ) per cubic 

yard. 

(«) For face work of broken ashlar, in addi- 
tion to the price paid per cubic yard as rubble, 
including pointing in neat Portland cement, and all 



SPECIFICATIONS AND CONTRACT FOR DAM. -389 

incidental work, the sum of ($ ) per 

superficial square foot. 

(o) For facing stone masonry of range stones 
laid in American cement mortar mixed in the pro- 
portion of one part of cement to two parts of sand 
and pointing in neat Portland cement, including all 

incidental work, the sum of ($ ) per cubic 

yard. 

(^) For coping laid in place, and pointed in 
neat Portland cement, including all incidental work, 

the sum of ($ ) per linear or running 

foot. 

(^) For dimension stone masonry laid in 
American cement mortar mixed in the proportion of 
one part of cement to two parts of sand, including 
pointing in neat Portland cement, centering, etc., 

and all incidental work, the sum of ($ ) 

per cubic yard. 

(r) For fine hammer dressing (six-cut work) 

the sum of ($ ) per superficial square 

foot. 

(5) For all kinds of masonry laid in American 
cement mortar mixed in the proportion of one part 
of cement to one part of sand, in addition to the 
prices per cubic yard hereinbefore stipulated to be 
paid for the same class of masonry laid in American 
cement mortar mixed in the proportion of one part 
of cement to two parts of sand, the sum of 
($ ) per cubic yard. 

(/) For all kinds of masonry laid in Portland 
cement mortar mixed in the proportion of one part 
of cement to one part of sand, in addition to the 
prices per cubic yard hereinbefore stipulated to be 
paid for the same class of masonry laid in American 
cement mortar mixed in the proportion of one part 

of cement to two parts of sand, the sum of 

($ ) per cubic yard. 

{u) For all kinds of masonry laid in Portland 
cement mortar mixed in the proportion of one part 
of cement to two parts of sand, in addition to the 
prices per cubic yard hereinbefore stipulated to be 
paid for the same class of masonry laid in American 
cement mortar mixed in the proportion of one part 

of cement to two parts of sand, the sum of 

($ ) per cubic yard. 

{v) For all kinds of masonry laid in Portland 
cement mortar mixed in the proportion of one part 



390 COMPLETE SPECIFICATIONS. 

of cement to three parts of sand, in addition to the 
price per cubic yard hereinbefore stipulated to be 
paid for the same class of masonry laid in American 
cement mortar mixed in the proportion of one part 

of -cement to two parts of sand, the sum of 

($ ) per cubic yard. 

(w) For building walk, including all inci- 
dental work, the sum of ($ ) per linear 

or running foot. 

(^x) For all extra work done by written order 
of the Boston Water Board, its actual reasonable cost 
to the contractor, as determined by the engineer,- 
plus fifteen per cent, of said cost. 
R. And it is agreed that payment for the work 

embraced in this contract shall be made in the fol- 
lowing manner: 

A payment will be made, on or about the first 
day of each month, of 85 per centum of the value of 
the work completed in place by the contractor on 
the fifteenth of the previous month, as estimated by 
the engineer. 

Provided, however, that the making of such 
payment may be deferred from month to month, 
when, in the opinion of the engineer, the value of 
work done since the last estimate for payment is less 
than one thousand dollars. 

The said contractor further agrees that he shall 
not be entitled to demand or receive payment for 
^ any portion of the aforesaid work or materials, until 

said work shall have been completed to the satisfac- 
tion of the city engineer, and the said city engineer 
shall have given his certificate to that effect ; where- 
upon the said city will, within forty days after such 
completion, and the delivery of such certificate, pay 
the said contractor the whole amount of money 
accruing to the said contractor under this contract, 
excepting such sum or sums as may be lawfully 
retained by said city. 

Provided, that nothing herein contained be con- 
strued to affect the right hereby reserved of the said 
water board to reject the whole or any portion ot 
the aforesaid work, should the said certificate be 
found or known to be inconsistent with the terms of 
this agreement, or otherwise improperly given. 
S. The parties hereto further agree that this con- 
tract shall be in writing, and executed in triplicate, 
one of which triplicates shall be kept by the said 
engmeer, one to be delivered to the city auditor of 



SPECIFICATIONS AND CONTRACT FOB DAM. 391 

said Boston, and one to the said contractor; that 
this contract shall be utterly void as to the said city 
if any person appointed to any office, or employed 
by virtue of any ordinance of said city, is either 
directly or indirectly interested therein. 

And the said contractor further agrees that he 
will execute a bond in the sum of one hundred 
thousand dollars ($100,000) and with such sureties 
as shall be approved by the said Boston Water Board, 
to keep and perform well and truly all the terms and 
conditions of this contract on his part to be kept and 
performed and to indemnify and save harmless the 
said water board as herein stipulated. 
T. And it is also to be understood and agreed 
that, in case of any alterations, so much of this 
agreement as is not necessarily affected by such 
alterations shall remain in force upon the parties 
hereto. 

U. And the said contractor hereby further agrees 
that the payment of the final amount due under this 
contract and the adjustment and payment of the bill 
rendered for work done in accordance with any 
alterations of the same, shall release the city from 
any and all claims or liability on account of work 
performed under said contract or any alteration 
thereof. 

In Witness Whereof^ the parties to these pres- 
ents have hereunto set their hands the year and day 
first above written. 

The City of Bos- { - ~ — 

ton^ by its Boston X 

Water Board, y 



Signed in the presence of 



Know all Men by these Presents^ 

That we 

are held and firmly bound unto the CITY OF BOS- 
TON, in the sum of — 

dollars, to be paid to the CITY OF BOSTON, or 
26 



392 COMPLETE SPECIFICATIONS. 

its certain attorney, its successors and assigns, for 
which payment, well and truly to be made, we bind 
ourselves, our heirs, executors, and administrators, 
jointly and severally, firmly by these presents. 

The Condition of this obligation is such that 

if the above-bounden 

shall well, and truly keep and perform all the terms 
and conditions of the foregoing contract for building 

Dam No. 5, in the town of Southborough on 

part to be kept and performed, and shall indemnify 
and save harmless the said CITY OF BOSTON, 
as therein stipulated, then this obligation shall be of 
no effect; otherwise it shall remain in full force and 
virtue. 

In Witness Whereof we hereto set our hands 

and seals on this day of in the year 

eighteen hundred and ninety- three. 



Signed and Sealed in presence of 



174. SPECIFICATIONS FOR THE STRUCTURAL 

IRON WORK 

OF A 

HOTEL BUILDING, 

TO BE ERECTED ON THE SOUTHWEST CORNER OF 34TH STREET 
AND 5TH AVENUE FOR JOHN JACOB ASTOR. 

H. J. Hardenbergh, Purdy & Henderson, 

Architect, Consulting Engineers, 

New York. New York and Chicago. 

May, 1895. 

In order to understand the business relations involved in 
the following specifications, some explanation of them is neces- 
sary. 



SPECIFICATIONS FOB STEEL HOTEL BUILDINQ. 393 

Messrs. Purdy and Henderson, the consulting engineers, 
are under contract with Mr. H.J.Hardenbergh, architect, to furn- 
ish those parts of the plans and specifications for the building 
which relate to the iron and steel frame work. They are also 
under contract with Mr. Downey, the agent of the owner, to 
prepare all the shop drawings, to supervise the inspection, to su- 
perintend the erection of the steel frame work, to check all bills 
rendered by the contractor for this portion of the work, and, in 
general, to see that all the contracts relating to this part of the 
building are faithfully fulfilled. The contract for the iron and 
steel work was let on a pound basis erected. A separate set 
of specifications were prepared for the inspection of the work, 
and also one for the use of the computers and draftsmen in pre- 
paring detail plans. It will thus be seen that the consulting 
engineers are under contract to do a great deal more in this 
matter than is usually expected of the architect, and much more, 
therefore, than the architect could afford to pay for, if all this 
service had to be remunerated out of his professional fees. In 
the most common practice, the owner checks his own bills, pays 
the contractor for the shop drawings and divides the remaining 
portion of this additional service with the architect. Only a 
small portion of the additional fee paid the engineer by this 
arrangement is consequently an added expense. It is important 
that consulting engineers should make contracts with the owner 
for the additional detail work and supervision as well as with 
the architect for the preparation of the general plans. This 
kind of a double connection is desirable and likely to secure 
the most satisfactory sei*vice. 

The steel construction described in these specifications is 
that for a new hotel adjoining The Waldorf on the north, cor- 
ner 34th street and Fifth avenue. New York city. The 
building is in plan 350 feet by 100 feet, and is sixteen stories 
high above the sidewalk, with basement and sub-basement, 
extending 35 feet below ground. It is the largest steel con- 



394 COMPLETE SPECIFICATIONS. 

structed building ever designed, containing over 10,000 
tons of structural iron. The exterior of the building is 
finished with stone to the height of three stories above 
the sidewalk, and with brick, with terra cotta trimmings. 
above that line. The construction involves many unusual 
conditions, such as a ballroom on the second story 100 
feet long, and 85 feet wide, with vaulted ceiling reaching to 
the fifth floor. The floors above this great room, and also the 
roof, are carried on two trusses extending through four stories, 
the total load carried by the two being about nine million 
pounds. The columns in the walls around this ballroom are 
from 60 to 70 feet in length, and some of them carry over three 
million pounds each. There is also a large dining room on the 
first floor, which necessitates the use of very heavy trusses, and 
difficult and costly work. The spaces between the columns 
are unusually long, 35 and 40 feet being common, thus requir- 
ing an unusual quantity of plate girder work. In several other 
places in the building, rooms extend through two stories, and 
the roof on three sides has a Mansard slope fifty feet in height, 
with large towers on the three street corners. All the details 
have been worked out with^ great care, and the business rela- 
tions of the engineer of construction to both the architect and 
the owner are considered ideal. 

Specifications Explained : These specifications are sup- 
plemental to the contract already entered into for the construc- 
tural iron and steel work of this building, between 



, parties of the first part,* and , parties of the 

second part. They are the specifications referred to in the first 
clause of said contract, and which are to be considered a part 
of that contract. 

These specifications are intended to cover all the structural 
iron work in said building. They are intended to co-operate 
with the drawings for the same, both those furnished by the 
architect and those furnished by the engineers as hereinafter 
specified, and what is called for by either, is as binding as if 
called for by both. They are intended to describe and provide 

*Mr. Astor's Agent, who stands as the party of the first part in these specifications, 
Is Mr. John Downey, and he is so named in various parts of the document* 



SPECIFICATIONS FOB STEEL HOTEL BUILDING. 395 

for a finished piece of work. The contractor will understand 
that the steel construction herein described is also to be complete 
in every detail, and in every portion of the work, and all mate- 
rial entering into it is to be first-class, and he will be expected 
to thoroughly unde^rstand the construction and to fully inform 
himself in regard to any points that he may not clearly under- 
stand, for what is herein intended to be described, viz.: The 
complete and perfect construction of the building is the thing 
required. When necessary or desirable, he must apply to the 
architect or the engineers for further details or specifications 
during construction or before proceeding with his work. 

Requirements Outlined: This contractor must furnish and 
set all the iron and steel shown or referred to in these specifica- 
tions and called for by the said drawings hereinbefore referred 
to, and when the erection is completed, he must remove all the 
materials used in performing the work. He must furnish in all 
cases the exact sections, weights and kinds of material that are 
called for, and lie must follow exact details, methods and in- 
structions called for by these specifications and said drawings. 
He must set the iron work as fast as may be considered practi- 
cal in the judgment of the architect, always keeping at least one 
story in advance of the masonry. He will be expected to give 
this work his personal supervision, or have a capable man at 
all times to take care of it. He must also do all the cutting and 
fitting that may be required in his work to receive the work of 
other contractors. 

Reference in Case of Dispute : Should any difference of 
opinion or dispute arise in relation to the meaning of these 
specifications, or of the said drawings furnished by either the 
architect or the engineers as hereinafter specified, reference 
must be made to the engineers, but if their decision is not sat- 
isfactory appeal may be made to the architect, whose decision 
on all such points shall be final and conclusive. 

Drawings : The general dimensions, arrangement and sec- 
tions required for the structural iron work herein specified, are 
shown on the general structural iron drawings prepared and fur- 
nished by the architect, and included in pages 

to , inclusive. 

The sections given are those of the Carnegie Steel Com- 
pany's manufacture. In general, these drawings are made to 
scale, but scale dimensions must never be used. These draw- 
ings, together with these specifications, are the property of the 
architect, to whom all copies must be returned on the comple- 
tion of the work. Detail or shop drawings, including drawings 
of every part and piece of the work, with all the lists, schedules, 
indexes, erection plans or other directions necessary for the 
proper manufacture, finish and erection of the work covered 



396 COMPLETE SPECIFICATIONS. 

by these specifications, and the said general drawings prepared 
by the architect, will be made and furnished by the engineers. 

Blue prints of the shop drawings, lists and schedules, as 
many copies of each as are necessary, but not more than five, 
will be furnished to the contractor for his use in the manufac- 
ture of the material. Another complete set of these prints, 
together with one complete set of prints of the erection draw- 
ings, will be furnished to the contractor for use in erection. 
One complete set of all the drawings, plans, lists and schedules 
will be furnished to the inspector. All the above-mentioned 
prints will be furnished by the engineers, free of expense. 
Additional prints of any of these drawings may be taken by said 
contractor or inspector, if desired, at their own expense, but 
originals taken from the office for that purpose must be promptly 
returned. 

Orders: All materials required to be furnished or work to 
be done under these specifications or by the said general structural 
iron drawings, prepared by the architect, will be ordered by the 
engineers from time to time with the shop drawings, lists, 
schedules, etc., for the same, as fast as they can be prepared, 
and the contractor for the structural iron work must order no 
material and perform no work under these specifications until 
he has received the said detail drawings, lists and schedules for 
the same. Bolts or other material used temporarily for 
erection purposes are not included in this specification. 

Eoitras and Bills : No additional work or material, over and 
above what is called for by said detail drawings, lists and sched- 
ules, prepared and furnished as hereinbefore provided, will be 
allowed unless ordered by the architect in writing. When said 
detail drawings, lists and schedules are received by the con- 
tractor, they must be immediately examined to determine 
whether the material and work called for by the same may be 
properly classified in the price classification contained in the 
contract hereinbefore referred to, and of which these specifica- 
tions are considered a part ; or, in any supplemental agreement 
that may be made to said contract. In case either or both may 
not be properly classified, in said price classification, the engi- 
neers must be promptly notified of the fact in writing, and a 
copy of such notification must also be sent to the architect. If 
no reply, verbal or written, to such notification is received 
within three days, a second notification must be sent the same 
as the first, but, in any case, the work called for by such detailed 
drawings, lists or schedules must proceed without delay, unless 
the contractor shall receive written instructions to the contrary 
from the architect or engineers. 

No bill for extra work ordered by the architect as herein 
provided, or not called for by said drawings, lists or schedules 
will be approved by the architect unless it is rendered imme- 



SPECIFICATIONS FOB STEEL HOTEL BUILDING. 397 

diately upon the completion and acceptance of said work. All 
bills for material or work not properly included in the price 
classification hereinbefore referred to, must be made separate 
from the bills for work and material properly covered by said 
price classification. All bills must be made sufficiently in 
detail to permit of their ready verification. The originals of 
all bills must be sent to the engineers, Purdy & Henderson, and 
exact duplicates must, at the same time, be sent to John 
Downey, parties of the first part in the contract hereinbefore 
referred to. 

Building Laws: This contractor must comply with all 
municipal or corporation ordinances and the laws and regula- 
tions relating to buildings in the city of New York. 

Risks: This contractor will be liable and responsible for 
any damage to life, limb or property that may arise or occur to 
any party whatever, either from accident or owing to his negli- 
gence,, or that of his employees during the operations of con- 
structing or completing the works herein specified. 

Rubbish : This contractor must remove from the premises 
all rubbish arising from his operations as the work proceeds 
and at completion of same. 

Signs: No signs of any description will be allowed to be 
placed on or about the building or premises. 

Co-operation and Cleaning Up : This contractor must co- 
operate with the contractors for the other parts of the building, 
so that when completed it shall be in accordance with the 
architect's design and a complete and perfect piece of work. 
He must arrange and carry on his work in such a way that the 
other contractors shall not be delayed, subject always to the 
architect. When his work is finished he must remove from the 
premises all the tools, apparatus, machinery, scaffolding, and 
the debris pertaining to his part of the work, and leave the job 
free from all obstruction. 

Kind of Material Required T All material required for 
the trusses, and all the material required for the flanges of 
riveted girders must be open hearth steel. 

All other material required for riveted members, and the 
beams and channels used in the floors with their connections, 
may be made of Bessemer steel, unless in special cases, it shall 
be otherwise specified. 

Pins over five inches in diameter must be of forged steel. 
All machine driven rivets must be of steel. 

Tie rods, bolts, anchors, lateral ties and all hand driven 
rivets must be of wrought iron. 

Bearing plates in masonry, bases under columns, separa- 
tors, brackets under plates, and filler blocks more than i^ 
inches thick, must be made of cast iron. 



398 



COMPLETE SPECIFICATIONS. 



Shoes for trusses and column blocks where required must 
be made of cast steel. 

Character and Jinish of materials : All the steel used 
in this building must comply with the following specifications : 



Maximum ultimate strength in lbs. per sq. in. . 
Minimum ultimate strength in lbs. per sq. in. . 

Minimum elastic limit in lbs. per sq. in 

Minimum percentage of elongation in 8 inches . . 



Medium 
Steel. 



68,000 
60,000 
32,000 

22% 



Soft Steel. 



60,000 

30,000 

26% 



Test pieces of medium steel must bend cold i8o° about a 
diameter equal to the thickness of the piece without any sign of 
fracture on the convex side of the bends. Test pieces of soft 
steel must bend cold i8o° flat without any sign of fracture on 
the convex side of the bend. They must also stand the same 
bend after being heated to a light cherry red and quenched in 
water whose temperature is 82° Fahrenheit. 

Soft steel must be used for rivets and medium steel for all 
other material. All steel must have a smooth surface and must 
be free from all faults or defects of any kind or of any indication 
of unsoundness. Each piece must be straight, free from wind 
and of proper section. A variation in weight either way of 
more than 2 per cent, from that specified shall be cause for 
rejection. 

Eye bars used in trusses must comply with the following 
specifications in full size tests: 

Ultimate strength in lbs. per sq. in. not less than 58,000 

« '• " " " " " "more " 66,000 

Elastic limit in lbs. per square inch not less than 29,000 

Elongation in 2 ft. length of bar nearest fracture 15 % 

Reduction of area 40 % 

The fracture' must take place in the body of the bar and 
must be generally silky. The mill requirements for material 
for eye bars must be as specified for by the manufacturers of 
the bars. 

All wrought iron used in this building must have an ulti- 
mate strength of not less than 48,000 lbs. per square inch, an 
elastic limit of not less than 26,000 lbs. per square inch, and an 
elongation of 20 per cent, in 8 inches. The wrought iron 
required for bolts and rivets must be so ductile that test pieces 
will bend cold 180 degrees flat without any sign of fracture on 
the convex side of the bend. All the wrought iron must be 
perfectly welded in rolling, fibrous, uniform and free from all 
defects. Each piece must be straight and of proper section. 



SPECIFICATIONS FOR STEEL HOTEL BUILDING. 399 

All the cast steel used in this building must have an ulti- 
mate strength of not less than 60,000 lbs. per square inch, an 
elastic limit of not less than 32,000 lbs. per square inch, and an 
elongation in 8 inches of not less than 15 per cent. All cast- 
ings must be annealed and all test pieces must be cast as 
coupons and detached after annealing. 

All the cast iron used in this building must be tough gray 
iron, free from cold shuts, blow holes or other serious defects. 
Its quality must be such that sample bars i inch square cast in 
sand moulds must be capable of sustaining on a clear span of 
4j^ feet a central load of 500 pounds when tested in the rough 
bar. 

Painting: All iron must receive a coat of pure raw lin- 
seed oil at the rolling mills just before being loaded on the 
cars. 

The covered surfaces (surfaces in contact and surfaces 
enclosed) of all parts of riveted members must receive one good 
coat of graphite paint, after the pieces are punched and before 
they are assembled. All finished members must receive one 
complete coat of the graphite paint before they are taken from 
the shop or exposed to the weather. All surfaces that can be 
reached must have one coat of the graphite paint after erection. 
All truss members must have two coats of paint in the shop and 
the enclosed surfaces of these members must have the two coats 
before they are assembled. 

Foundation beams and connections must have two coats of 
paint at the shop. All bolts used in erection and remaining 
permanently in the building must be dipped in graphite paint 
before being placed in position. 

All pins and bored pin holes or other planed surfaces in the 
trusses must be coated with white lead and tallow before leaving 
the shop. 

All painting must be done on dry surfaces and preferably 
warm ones. All dirt and foreign matter of any kind must be 
•removed from the iron before painting. All scale must be 
removed from finished members before painting the first coat in 
the shop. All scale must be removed from material required 
for the trusses before it is oiled at the rolling mill. 

The paint used must be the superior graphite paint, pre- 
pared and mixed by the Detroit Graphite Manufacturing Com- 
pany, of Detroit, Michigan. 

Inspection : The inspection hereby provided will be made 
by inspectors employed by John Downey. 

The contractor for the structural iron must furnish full and 
ample means for the inspection of all the materials called for by 
these specifications, and of all the work required in fitting such 
materials for erection ; and to this end, he shall admit the arch- 



400 COMPLETE SPECIFICATIONS. 

itect, engineers, and inspectors to any part of the mills or shops 
where work under these specifications is being carried on. 

To secure proper material, as herein specified, one pulling 
test must be made from every heat or blow of steel or rolling of 
iron, and one bending and one quenching test; when such 
requirements are specified, if these are satisfactory, the whole 
will be accepted. If they are not satisfactory, others may be 
made as the inspector may deem expedient. All test pieces 
must be prepared at the expense of the contractor for the struc- 
tural iron. The test pieces of rolled steel and wrought iron 
must be cut out of finished material, and must not be less than 
^ square inch in section. They must be at least lo inches long 
between fillets when turned down. When possible they must 
be cut from tke full thickness of the section, from which the 
tests are taken. The method of selecting test pieces for mate- 
rial for eye bars must be as required by the manufacturer of 
the bars. 

The number of test pieces of cast steel must be fixed by 
the inspector. 

Full sized tests of eye bars must be made as required by 
the architect or engineers. Test bars for such tests will be 
selected by the inspector from the lot after forging and before 
boring, the results of the test to determme the acceptance or 
rejection of the entire number which the test bar represents. 
Other full sized tests must be made if required. 

The material used for all full sized tests will be paid for at 
cost, less the scrap value of the material to the contractor when 
the pieces are tested to destruction, and the test proved satis- 
factory ; otherwise it must be solely at the cost of the contrac- 
tor. The use of testing machines capable of testing both 
specimens of material and the full sized members, together with 
all necessary assistance in handling and operating the same, 
must be furnished by the contractor free of all expense. 

All surfaces of all materials must be carefully examined by 
the inspectors, and all pieces that are of full section — free from 
f^aws — -straight and in every way satisfactory, must be accepted. 
This inspection will not, however, prevent the rejection of any 
piece at any later time, but before it is riveted in place in the 
building, if it is discovered that the piece is in any way unsuit- 
able. Ample assistance must be given by this contractor to the 
inspector in making this examination. 

All material manufactured under these specifications must 
be tested and examined as herein provided before the same is 
oiled or loaded on the cars for shipment from the mill, and as 
soon after rolling as may be convenient for the mill, and failure 
to comply with these specifications will be sufficient cause for 
the rejection of the material. 



SPECIFICATIONS FOR STEEL HOTEL BUILDING. 401 

The inspection in the shop must, in general, cover the 
identification of material, the accuracy of work, and ful- 
fillment of specifications and drawings in every respect, and 
reports of finished weights and progress of the work, in all 
of which the inspector must have ample opportunity to do his 
work. All rejected material must be made good to the satis- 
faction of the inspector. 

All long measurements in the shop made by the inspector, 
must be made with a steel tape which must be compared with 
the shop's standard measure to assure their agreement. 

In case of any disagreement between the inspectors and 
the contractors regarding the inspection, appeal may be had to 
Purdy & Henderson, Consulting Engineers, but their decision 
shall be final. 

Beams: In general not more than ^ of an inch will be 
allowed by the drawings for clearance at each end of beams 
connecting to beams and not more than y^ of an inch at each 
end of beams connecting to columns. All beams supported by 
connection angles riveted to the webs when finished, must 
measure out to out of such connection angles, not more than 
the length given on the drawings, and not more than ^ of an 
inch less than that length. All beams connecting to columns 
may be ^ inch shorter than shown on the drawings, but must 
not be longer. 

All open holes must be true to the drawings, and an erro? 
in the distance from end to end, between the open holes in the 
flanges at the ends of beams of more than 1-16 of an inch musi 
not be approved by the inspector. 

Where connections are marked standard, the standards 
adopted for this particular job must be used. Beams or other 
material used in floor construction, excepting bent plates used 
in connections, must not be heated for bending, cutting, or 
fitting, unless so marked on the drawings. 

Beams split or permanently injured by work in the shop 
must not be used. 

Beams which are required to be bolted together with sep- 
arators in the building, must be assembled and bolted together 
in shop when practicable. 

Columns: The distance from the center of the columns 
out to the open holes required for the connection of beams, 
must be verified by the inspector. If, on account of the 
material overrunning in weight or on any other account, these 
distances are wrong more than 1-16 of an inch, the error must 
be remedied, as the inspector may desire. 

All columns must be milled or ground at each end to a 
smooth bearing surface at right angles to the axis of the column, 
and the inspector must verify from time to time, the adjustment 
of the machinery used in this work. 



402 COMPLETE SPECIFICATIONS. 

All columns must be exactly true to length, and any dis- 
crepancies in such lengths of more than 1-32 of an inch, must 
be reported promptly to the engineers. If more than 1-32 of 
an inch too long, they must be milled shorter. 

Where columns coming over each other are designed to 
have the same exterior dimensions, a filler about 1-33 of an 
inch thick must be put under the splice plates where they are 
riveted to the columns. These fillers must cover the entire 
area covered by the splice plates. They will not be drawn on 
the drawings, but will be noted in the bill of material on each 
drawing where required. 

Columns must all be straight and out of wind. 

Riveted Girders: Web plates must be arranged so as not 
to project above or below the flange angles. The lines show- 
ing the edges of such plates will be omitted from the drawings. 

In general, all stiffener angles must fit tight at both ends. 

Open holes in flanges must have the same accuracy 
required for beams. 

All riveted girders must be out of wind before leaving the 
shop. 

Trusses: Eye bars must be entirely free from flaws and 
of full section. The heads must be so proportioned that the 
bars will break in the body of the original bar and the process 
of manufacture and the form of the head must be subject to the 
approval of the engineers. No welding will be allowed in the 
body of the bars. They must be perfectly sti'aight before 
boring and the pin holes must be centered through the center 
line of the bar. The lengths back to back of pin holes must 
not vary more than -g^^- of an inch from the figured lengths 
when the bars are 20 feet long or less ; not more than 3^ of an 
inch when more than 20 feet long. Bars which go side by side 
in the trusses must be so perfectly bored that the pins will pass 
through the holes at both ends without driving when the bars 
are placed in a single pile. The holes must not be more than 
3^2- of ail inch, larger the pins. All eye bars must be annealed. 

Compression members must have all butting ends planed 
smooth and exactly square to the center line of the member, 
and they must be assembled in the shop for the fitting of the 
splice plates and to assure perfect contact throughout. Such 
members must be entirely free from twists or bends and all 
work must be neatly finished and first-class in every respect. 
Pin holes must be bored -^ of an inch larger than the pins, 
exactly perpendicular to a vertical plane passing through the 
center line of each member, when placed in a position similar 
to that which it should occupy in the finished structure. 

Pins must be turned straight and smooth and to exact 
size. 



SPECIFICATIONS FOE STEEL HOTEL BUILDING. 403 

Castings: The cast bases required in the column must be 
planed smooth on top and to exact dimensions. All holes for the 
bolts connecting to the columns must be drilled also to the 
exact measurements given, and the holes in the other castings, 
both steel and iron, must be drilled when so marked. All sur- 
faces marked planed must be planed smooth and true for a per- 
fect bearing as designed. 

Rivets: Drifting that is liable to injure the material must 
not be allowed anywhere in erection. 

Shop rivets must be machine driven as far as possible. 

Rivet heads must be concentric with the necks of the rivets 
and all rivets when driven must completely fill the holes and be 
tight. 

Rivets will be used in erection wherever possible. 

All rivets must be uniformly heated. 

Holes that do not match sufficiently to admit the rivet 
without drifting, in assembling work in the shop, must be 
reamed. 

All riveting must be done to the satisfaction of the engi- 
neers. 

Erection: If beams are used in the construction of the 
foundations, the contractor for the structural iron must put 
them in position, both as to plan and as to height, using a sur- 
veyor's level for the purpose, but the grouting and covering of 
the beams will be done by the contractor for the masonry. 

The outside building lines will be given, but the contractor 
for the sti'uctural iron must determine and fix the interior lines, 
and each cast base must be set in its exact position, both as to 
alignment and to height, supported on wooden wedges, before 
the bedding is run in. The center of each base must be true 
to the column center, as given on the plans, within -^^ of an 
inch, and its height must be adjusted exactly, using a surveyor's 
level and referring to a fixed bench mark. Each base 
must be bedded with a Portland cement grouting, by pouring 
the same through the center until all the spaces under and 
inside the base are filled. The cement must be of some 
imported brand which must be approved by the architect, and 
the sand must be clean and sharp and fine. The two must be 
mixed dry in equal quantities in a box — all that is required for 
one base at one mixing. Enough water must then be added 
to make the whole just flow under its own weight. The whole 
operation of mixing and setting: must be done as rapidly as 
possible. After the bases are set their heights will be inspected 
by the engineers, and if they are found to vary more than ^ 
of an inch from the correct height they must be taken up and 
reset. 

The use of iron sledges in driving or hammering beams or 
columns or other structural iron will not be allowed where \x 



404 COMPLETE SPECIFICATIONS. 

can be avoided. Wooden mauls must be used wherever their 
use is possible. Care must also be exercised to prevent the 
material from falling or from being in any way subjected to 
heavy shocks. 

Especial care must be used to keep the columns plumb and 
in proper line during erection, and they must be plumbed to 
the satisfaction of the architects and engineers as often as may 
be desired. In case the columns are not kept plumb the entire 
work of erection shall stop at the written order of the architect 
to that effect, and the measures to be employed to remedy the 
defect must be approved by the architect before the erection 
proceeds.* 

The sections of columns, truss members, beams or girders 
must nowhere be cut without first obtaining the approval of the 
engineers. 

Every failure of the material to come together properly 
must be noted and reported daily to the engineers. If any 
serious difficulty occurs during erection, it must be reported to 
the engineers before any unexpected measures are used to meet 
the difficulty. 

The plan or scheme for the erection of the trusses, and the 
material connected to the trusses must be submitted to the 
engineers, before the iron work is erected above the ground 
floor, for their approval. 

Pilot nuts must be used in entering all pins. 

After the truss members are put in position, before they 
are materially shadowed by temporary flooring or any other 
construction, and after all surfaces are thoroughly dried by the 
heat of the sun, they shall be protected by waterproof canvas, 
tarred paper, or other materials from further exposure to the 
weather. Such protection to continue until those parts of the 
building are under the cover of the other construction of the 
building. Such protection is desired to prevent water from 
lodging and remaining in the concealed parts of the work. Any 
inaccuracy in the matching of the holes in the column splices 
must be removed by reaming and not by drifting. 

Temporary timber bracing must be put in the building 
wherever required by the architect or the engineers. 

The entire work of erection must be done to the satisfac- 
tion of both the architects and the engineers. 

♦Probably the worst practice in the erection of architectural iron work is the very 
common use of shims in the joints between the successive column sections, thus con- 
centrating the loads on the opposite sides of the cross-section. The columns are 
usually kept plumb in this manner, but the practice is extremely vicious and should not 
be allowed. If the faces of the ends are properly planed or milled off, and the base 
plate is set exactly level, it will not be necessary to use shims. The greatest difficulty 
is in setting the bed plate in a truly horizontal plane. The ordinary carpenter's level is 
not sufficiently delicate for this purpose. These specifications are not explicit en these 
points. — ^Author. 



MACHINERY AND TRACK CONSTRUCTION. 405 

175. Specifications for the Machinery and Track 
Construction of an Electric Railway. The following 

specifications for the machinery for an electric railway were 
prepared by Mr, B. J. Arnold, consulting electrical engineer 
of Chicago, for the St. Charles Street Railroad Company, 
of New Orleans, in 1895. 

The specifications for track construction were prepared by 
Mr. Richard McCulloch, M. E., engineer of various street 
railroads in St. Louis. Both are thought to be the best of their 
kind, and are here added in the second edition of this work. 

176. Specifications for Engines. The 1° General, 
engines that are purchased under these specifica- 
tions will be erected in complete running order on 
foundations furnished by the purchaser in the power 

house of the railroad company, located on the 
switch of a steam railroad at New Orleans, La. 

Propositions will be considered on each of the Sizes, 
following sizes and types of engines: 

Proposition No, i. On three 250 horse power 
self-contained compound condensing tandem or 
cross engines. Each capable of delivering 250 
horse power to its generator, when running at a 
speed of 150 revolutions per minute at a piston 
speed of not less than 550 feet nor more than 700 
feet per minute, with an initial pressure of 125 
pounds per square inch in the steam chest of the 
high pressure cylinder. The valve motion of each 
engine to be capable of cutting off automatically 
from naught to three-quarter stroke. 

Each engine to be provided with a cast iron 
bed plate which shall cover the entire top of the 
foundations and have a projecting arm or extension 
of sufficient size to carry the electric generator 
which may be purchased to be direct-connected to 
the engine. 

The point of cut-off is not specified, but the 
contractor shall state in his proposition what 
economy in water consumption he will guarantee 
his engine to perform when working at the above 
initial steam pressure and exhausting into a vacuum 
of 12 pounds below atmosphere, in accordance with 
the conditions for a test hereinafter mentioned. 



406 COMPLETE SPECIFICATIONS. 

By horse power is meant actual power deliv- 
ered by engine to the generator, and not indicated 
horse power in the steam cylinders. 

Pr opposition No. 2. On three engines of the 
same horse power, design, conditions and guaran- 
tees, but to run at 250 revolutions per minute. 

Proposition No. j. On three engines of the 
same design, but built to deliver 200 horse power 
each to the generator at a speed of 150 revolutions 
per minute. Same conditions and guarantees as 
Proposition No. i. 

Proposition No. 4. On three engines of 200 
horse power each to run at 250 revolutions per 
minute. Same design, conditions and guarantees 
as Proposition No. i. 

Proposition No. 5. On three 250 horse power 
compound condensing cross or Tandem or releasing 
valve type of engines, designed to run at a speed of 
100 revolutions per minute, to be direct connected 
to generators, which will be mounted on the engine 
shaft between out-board bearing and the fly-wheel. 
Same conditions and guarantees as Proposition No. i. 

Proposition No. 6. On three 250 horse power 
Corliss or releasing valve engines similar to those 
called for in Proposition No. 5, but to run at 80 
revolutions per minute. Same conditions and 
guarantees as Proposition No. i. 

Proposition No. y. Three 200 horse power 
Corliss or releasing valve type of engines, similar 
to those called for in Proposition No. 5, but to run 
at 100 revolutions per minute. Same conditions 
and guarantees as Proposition No. i. 

Proposition No. 8. Three 200 horse power 
Corliss or releasing valve type of engine, similar to 
those called for in Proposition No. 5, but to run at 
80 revolutions per minute. Same conditions and 
guarantees as Proposition No. i. 

Proposition No. g. On one 500 horse power 
Tandem compound condensing Corliss or releasing 
valve type of engine to run at a speed of 80 revolu- 
tions per minute, and one 250 horse power Tandem 
compound condensing Corliss or releasing valve 
type of engine to run at 80 revolutions per minute. 
Same conditions and guarantees as Proposition No. i . 

The 500 horse power is to be a center crank 
engine and so arranged as to cany a generator on 
each side. 



SPECIFICATIONS FOR ENGINES. 



4o; 



The 250 horse power engine is to be a side 
crank engine and carries the generator on but one 
side. The frame, main working parts and low 
pressure cylinder of this engine shall be designed 
extra heavy so that high pressure steam can be 
admitted to the low pressure cylinder, so as to 
practically double the power of the engine in case 
of an emergency. Suitable pipe connections and 
an auxiliary throttle valve will be made to the live 
steam pipe by the Contractor. The receiver and all 
receiver connections will also be built strong enough 
to sustain the extra pressure. 

Proposition No, 10. On one 400 horse power 
Tandem compound condensing Corliss or releasing 
valve type of engine, designed to run at a speed of 
80 revolutions per minute, and one 200 horse power 
Tandem compound condensing Corliss or releasing 
valve of engine at 80 revolutions per minute. Same 
design of engine as called for in Proposition No. 9, 
and to fulfill the same guarantees as called for in 
Proposition No. i. 

Cross Compound Engines, The bidders shall 
also submit figures on cross compound engines 
under Propositions Nos. i and 5. 

All engines furnished shall be provided with Ree«i»«i«a. 
governing mechanisms which shall be capable of 
automatically varying the point of cut-off from 
naught to three-quarter stroke, as the load requires, 
and of controlling the speed within reasonable 
limits. The bidder shall state his guarantee on reg- 
ulation with the engines ranging from half load to 
full load, and from full load to no load. 

All Corliss or releasing valve engines shall 
govern on both high and low pressure cylinders. 

All engines furnished will be provided with fly ^'y Wheels. 
wheels instead of belt or band wheels, and the 
specifications for each engine shall state the diame- 
ter and weight of the wheels which the Contractor 
proposes to furnish. It should be remembered by 
the bidder that these engines are designed for elec- 
tric railway work, and that the fly wheel should be 
proportioned for such work. 

The condensers and air pumps will be furnish- Condenser*, 
ed by the Purchaser but in case the Corliss engines 
running not over 100 revolutions per minute are 
purchased, it may be desirable to drive the boiler 

feed, air and circulating pumps direct from a rock 

2: 



408 COMPLETE SPECIFICATIONS. 

shaft driven from the cranks or cross-heads of the 
engines, and the bidder will state how much addi- 
tional will be charged on Propositions 5, 6, 7, 8, 9 
and 10 for such addition. He will state in a gen- 
eral way how he proposes to build the pumps. 

He will also state how much additional will be 
charged on each proposition in case he furnishes an 
independent jet or surface condenser with each 
engine and all necessary pipe work to connect the 
condensers with the engines. The steam and water 
connections to be brought to the condensers by the 
Purchaser. 
Lubricating Each engine will be provided with suitable oil 

Devices and ,^ , , ^ 

Tool*. cups or lubricating devices, and each steam cylinder 

provided with a sight feed cylinder lubricator and 
one hand pump. 

In case of side crank engines the cranks will be 
provided with a separate floor stand and return oil- 
ing tube to be the center of the crank pin. 

One complete set of brass oil cans and tray for 
the same shall be considered a part of each proposi- 
tion, together with all necessary wrenches, etc., for 
properly taking care of the engines. 

Throttle Valve. Each engine will be provided with a throttle 
valve on the high pressure cylinder and have a 
flange fitted to the exhaust opening, threaded to 
receive the proper sized exhaust pipe. 

Gauges. Each engine will be provided with a complete 

set of nickel plated gauges, having iz-inch dials, of 
the Ashcroft, Crosby or Schaffer & Budenburg 
manufacture, or others equally as good, consisting 
of the following: 

One Steam Gauge. 

One Vacuum Gauge. 

One Compound Receiver Gauge. 

Safety Valve. Each receiver shall be provided with an auto- 

matic safety valve which will relieve the receiver of 
extra pressure. 

Indicator. Each proposition shall include one Crosby, 

Tabor or Thompson steam engine indicator. 

Fo"jJ^a»*oo The Contractor will furnish a complete set of 

foundation bolts with nuts and washers for each 
engine. These bolts to be delivered at the power 
house site within thirty days from the date of the 
awarding of the contract. 

Te»«. The engines to be tested as follows. First on 

a constant load at their rated capacity. Second, in 
actual practice on electric railroad work. 



SPECIFICATIONS FOR ENGINES. 



409 



The Contractor in making his guarantee will 
base it upon the constant load basis when the engine 
is delivering its full rated power, but he will also 
state what economy can be obtained from his engine 
when working on a variable load such as electric 
railroad work. 

In case it is found impracticable by the Engi- 
neer who conducts the test on the engines, to 
determine accurately the delivered power, it will 
be taken as 8 per cent less than the indicated horse 
power of the engines as shown by indicator dia- 
grams, on Tandem engines, and ii per cent on cross 
compound engines. 

The Contractor should submit detail specifica- Specifications 
tions with each proposition which shall state the 
class of material and workmanship that will enter 
into the construction of the engine which he pro- 
poses to furnish under these specifications. 

The Contractor shall furnish to the Consulting Drawings. 
Engineer of the Purchaser complete set of blue 
prints within two weeks from the date of the award- 
ing of the contract, of each engine, giving all 
necessary information regarding the engines, to 
enable him to properly lay out the foundations for 
same. 

All the machinery purchased under these spec- inspection, 
ifications will be subject to the inspection and 
approval of the Purchaser. 

The above machinery will be 'paid for as fol- Payment, 
lows : 

One quarter cash on arrival of the machinery 
at the power house side track at New Orleans ; one 
quarter cash on the successful starting of the engines, 
and the balance within 60 days from said date, pro- 
vided the requirements have been fulfilled and they 
have been accepted by the Purchaser. 

All engines furnished under these specifications 
shall be erected in complete working order on 
foundations furnished by the Purchaser, on or before 
the first day of July, 1895, and it is understood that 
a forfeiture of $25 per day as liquidated damages 
shall be deducted from the contract price for each 
and every day after said date that the engines are 
unabl6 to operate successfully, it being understood 
that the Contractor is not to be delayed in erecting 
or starting the engines by the Purchaser. 

B. J. A. 



Time of Com- 
pletion. 



410 COMPLETE SPECIFICATIONS. 

In General. 177^ Speciflcations foF Bollers. The 

boilers called for under these specifications will 
be erected in complete working order on foun- 
dations furnished by the Purchaser in the power 
station building located on a steam railroad side 
track in New Orleans, La. 

s****- Propositions will be considered on the follow- 

ing sizes : 

Proposition No, i. On three boilers capable 
of developing 250 horse power each on a basis of 
thirty pounds of water per horse power converted 
from 100 degrees Fahr. into steam at 70 pounds 
per square inch. 

Proposition No. 2, On three 200 horse power 
boilers. Same rating and conversion. 

Typ«* All boilers furnished shall be of the horizontal 

water tube type. 

The shells shall be of first quality of low carbon 
steel of Otis or Shoenberg manufacture, or other 
equally as good, having a tensile strength of about 
60,000 pounds per square inch, and each sheet shall 
have the maker's name stamped where it will be 
plainly visible. 

All tubes entering into the construction of the 
boilers shall be of first-class quality, and the bidder 
shall state what make of tubes he will use. 

The successful bidder will be required to re- 
place all tubes that burn out within 90 days from 
the date of the starting of the boiler, provided it is 
shown that the boilers were not forced beyond their 
capacity during the said 90 days. 

Each boiler will be provided with one Ashcroft, 
Crosby, or Schaffer & Budenberg nickel plated 
steam gauge or other equally as good, which shall 
have a dial not less than 12 inches in diameter. 

One Water Column complete with three gauge 
cocks and glass water gauge. 

The Water Column shall have a quick opening 
valve in each pipe leading to it so as to shut the 
steam or water off quickly in case of an accident. 

Each boiler shall also be provided with an 
Ashcroft or other standard pop safety stop valve, 
and to be provided, if possible, with some form of 
strainer or purifier where the feed water enters the 
boilers. 

Each set of boilers called for in the above 
propositions shall be furnished with one complete 



SPECIFICATIONS FOB BOILEBS. 



411 



set of firing irons and flue blower or cleaner. As- 
bestos seated blow-off cocks and all other valves 
which usually accompany boilers, with the excep- 
tion of steam and feed water connections, will be 
furnished by the Contractor. 

All boilers shall be provided with at least iij^ 
square feet of heating surface per horse power. 

In case the boilers are so designed as to be set 
in batteries of three, and be easily accessible for 
cleaning, they will be set in brick work close to- 
gether with wall on the outside provided with air 
space and with fire brick walls between the boilers. 
In case, however, there are side doors on the boil- 
ers, the settings will be so arranged that two of the 
boilers will be set in one battery and the third one 
set by itself, but so provided that a fourth boiler 
can be added in the future without having to change 
the present setting. 

All outside walls shall be of red pressed brick. 

The boiler settings shall be lined throughout 
with good quality of fire brick extending the entire 
length of the boiler. 

The bridge wall will also be lined with fire 
brick. 

The Contractor will state how much additional 
will be charged for each boiler in case a mechanical 
stoker or Hawley Down-Draft Furnace is adapted. 
He will name the make of stoker which he proposes 
to furnish. 

The boilers shall be designed to carry a work- 
ing pressure of 140 pounds and shall be tested to 
250 hydrostatic pressure. 

Each proposition will be accompanied by com- 
plete detail specifications giving the sizes of the 
principal parts of the boilers, the grate surface and 
the number of square feet of heating surface of 
each boiler. 

Specifications will also state the quality of ma- 
terial and workmanship that will be furnished and 
give a detail statement of the attachments that will 
go with each boiler. 

The above boilers will be subject to the inspec- 
tion and approval of the Purchaser. 

All of the material called for will be erected in 
complete working order at New Orleans, La., on 
or before the first day of July, 189^. It is under- 
stood that a forfeiture of $25 per day as liqui- 



Heating 

Surface. 

Settinga. 



Steam 
Pressure. 



Spccii&catloiiA. 



Inspectloa. 
Time. 



412 



COMPLETE SPECIFICATIONS. 



^'tyment. 



la General* 



sues. 



dated damages will be deducted from the contract 
price for each and every day after said date that 
the Purchaser is unable to successfully operate his 
plant through the boilers not being ready to run, it 
being understood that the Contractor will not be 
delayed by the Purchaser. 

Payments to be made as follows : One quarter 
cash on delivery of boilers at the power house of 
the Purchaser ; one quarter upon the successful 
starting of the plant and the balance within 60 days 
from the date of successful starting, provided the 
boilers have been accepted by the Purchaser. 

B. J. A. 

178. Specifications for Condensers 

and Pumps. All the machinery furnished under 
these specifications will be delivered F. O. B., cars 
at the Power House of the Railroad Company in 
New Orleans, La., on or before the first day of 
June, 1895. 

Proposals will be received on the following 
sized condensers : 

Proposal No, i. On one Independent steam 
driven jet or surface condenser, which shall be 
capable of condensing the steam from 750 horse 
power of engines. Said engines to be com- 
pound and to receive steam at 125 pounds initial 
pressure on the high pressure cylinder, and consume 
18 pounds of water per horse power per hour. The 
condenser to be capable of maintaining a vacuum of 
27*' for 18 hours continuously when working at the 
above capacity and receiving the circulating or 
injection water at a temperature of sixty degrees 
Fahr. with pumps running at a piston speed not 
exceeding sixty feet per minute. 

Proposal No, 2. On three jet or surface con- 
densers having a capacity of 250 horse power 
each, same design, conditions and guarantees as 
Proposition No. i. 

Proposal No. 3. On one 500 horse power 
jet or surface condenser and one 250 horse power 
jet or surface condenser, same guarantees, condi- 
tions, etc., as Proposal No. i. 

Proposal No. 4. On one jet or surface con- 
denser having a capacity of 600 horse power. Same 
conditions and guarantees as Proposal No. i. 

Proposal No. j. On one jet or surface con- 
denser having a capacity of 400 horse power 



SPECIFICATIONS FOE ECONOMIZEES. 413 

and one of 200 horse power. Same conditions and 
guarantees as Proposal No. i. 

Proposal No, 6, On three jet or surface con- 
densers having a capacity of 200 horse power each. 
Same conditions and guarantees as Proposal No. i. 

Propositions will also be received on the fol- P»«I»» 
lowing sized Independent steam driven feed pumps. 

On two outside packed, single acting, brass 
plunger boiler feed pumps having a capacity suffi- 
cient to deliver 20 gallons of water per minute 
when supplied with steam under 125 pounds pres- 
sure, and delivering water against the same pressure, 
and running at a piston speed not exceeding 60 feet 
per minute. 

The Contractor will also submit propositions 
on Duplex pumps. 

Each bidder will submit with his proposition SpecifieadoM. 
complete specifications giving in detail the special 
construction of his machine and in case of surface 
condensers will state the number of square feet of 
cooling surface which will be furnished. He will 
also state the diameter and stroke of the air and 
circulating pumps and steam cylinders. Brass or 
composition piston rods must be furnished for 
the steam and water ends of both the condensers 
and boiler feed pumps. 

The above machinery will be subject to the i>^pectionand 
inspection and approval of the Purchaser or his duly 
authorized representative. B. J. A. 

179. Specifications for Economizers. ioG«n««J 

The Economizers furnished under these specifica- 
tions will be erected in complete running order in 
brick work furnished by the Contractor, on founda- 
tions furnished by the Purchaser in the power 
house of the railroad company at New Orleans, 
La., on or before the first day of June, 1895. A 
side track from a steam railroad will extend to the 
Power House. 

The Economizer will be of 500 horse power General 
and placed in a passage way leading from 
the boilers to the sniokestack and will consist of 
vertical cast iron tubes, arranged in such a manner 
that their ends can be removed so as to make the 
interior of the tubes easily accessible for cleaning. 
Each tube shall have some form of mechanical 



414 



COMPLETE SPECIFICATIONS. 



Tabes. 



Valve*. 



Pipe Work. 



Guarantee. 



Teat. 



scraper traveling the full length of the tube to 
remove soot, and the series of scrapers shall be 
operated by one electric motor or independent 
steam engine which shall be furnished by the Con- 
tractor. 

The Contractor shall give the length, outside 
and inside diameters, of the tubes and the number 
which he proposes to furnish. He will also give 
the method of casting the pipes, making of joints, 
and general specifications describing the machine. 
No tubes will be used which are not cast on end 
and made of thoroughly first-class quality of fine 
grey cast iron. 

He will state the number of valves and kind 
which he proposes to furnish with his Economizer. 
Nothing but bronze seated gate valves shall be used 
in the steam or water pipes heading to and from the 
Economizer. 

The Purchaser will furnish all pipe work lead- 
ing to the outlet and inlet of the Economizer, but 
the Contractor will furnish all other valves and 
additional piping required. 

The Contractor will state what fuel economy he 
will guarantee to save over an ordinary boiler set- 
ting which has no Economizer, provided the tem- 
perature of the gases delivered to the Economizer 
are as follows: 

First. With gases at 450 degrees Fahr. 

Second. With gases at 550 degrees Fahr. 

Third. What temperature the Economizer 
will deliver water to the boiler when receiving 
water at no degrees Fahr. with the gases entering 
the Economizer at 450 degrees Fahr. 

Fourth. With gases entering the Economizer 
at 550 degrees Fahr. 

All tubes furnished shall be tested to an hy- 
draulic pressure of 350 pounds per square inch 
before being shipped from the Company's works, 
and after the Economizer has been put in opera- 
tion it will be tested by the Purchaser's Engineer to 
ascertain whether or not it complies with these 
specifications. 

All material that proves defective within thirty 
days from the date of the successful starting of the 
machine, shall be replaced by the Contractor with- 
out expense to the Purchaser. 



SPECIFICATIONS FOE ELECTBIC GENEEATORS. 415 

The Contractor shall guarantee to protect the ^uits. 
Purchaser from suits for infringements of patents. 

All material furnished under these specifica- ^"A^pyroy^"** 
tions shall be subject to the inspection and approval 
of the Purchaser. 

B. J. A. 

180. Specifications for Electric Gener- ^° General. 

ators. The machines that will be purchased under 
these specifications will be erected in complete run- 
ning order on foundations furnished by the Purchaser, 
in the Power House of the St. Charles Street Rail- 
road Company, located on a side track of a steam 
railroad in New Orleans, La. The exact location of 
the power house not yet being determined it is im- 
practicable to designate the road on which the track 
will be located. 

Propositions will be considered on each of the Sire*, 
following sizes and types of generators : 

Proposition No. i. On three 200 kilowatts 
direct-connected multipolar railway generators, de- 
signed to give an electrical output of 400 amperes at 
500 volts when running at « speed of 150 revolu- 
tions per minute. 

These generators will operate at a potential 
varying from 500 to 550 volts, but the kilowatt 
rating shall be based on a potential of 500 volts. 

Each generator shall be provided with suitable 
projecting lugs for attaching to the cast-iron base of 
the engine to which it will be direct-connected. 

Means must be provided for slipping the field 
pieces off the armature side-wise, or by separating 
the fields in a vertical plane in halves and sliding 
them away from the armature, or by separating 
the fields on a horizontal plane so the top piece can 
be lifted off and suitable removable blocks put be- 
tween the lower field piece and the engine bed or 
foundations so that by removing these blocks the 
field casting can be lowered sufficiently to allow 
the field coils to be slipped off. 

No bearings will be furnished with the gener- 
ator, as the armature will be carried directly on the 
engine shaft. The bore of the armature hub will 
be given by the Purchaser. The generators, how- 
ever, should have their own brush supporting de- 
vices which should be attached to the fields of the 
machine so as to make it unnecessary to attach the 



416 



COMPLETE SPECIFICATIONS. 



Efficiency. 



Heating. 



brush holder brackets to the engine castings. In 
case the latter is necessary, however, the expense 
for such attachment will be borne by the Contractor. 

Proposition No, 2. On three generators of 
the same design as called for in proposition No. i, 
but to run at 250 revolutions per minute. 

Proposition No. 3. On three 200 kilowatt 
generators of the same design as called for in Prop- 
osition No. I, but to run at a speed of 100 revolu- 
tions per minute. 

Proposition No. 4. On three 200 kilowatt 
generators to run at a speed of 80 revolutions per 
minute. Same design and conditions as Proposi- 
tion No. I. 

Proposition No. j. On three generators of 
the same design, but to have a capacity of 150 kil- 
owatts, and to run at a speed of 150 revolutions per 
minute. 

Proposition No. 6, On three generators of 
150 kilowatt capacity each, to run at a speed of 250 
revolutions per minute. 

Proposition No. 7. On three 150 kilowatt 
generators similar to those called for under Propo- 
sition No. I, but to run at 100 revolutions per min- 
ute. 

Proposition No. 8. On three 150 Kilowatt 
generators similar to those called for under Propo- 
sition No. I, but to run at 80 revolutions per min- 
ute. 

The Contractor shall state in each proposition 
the efficiency his generators will give, and it must be 
in the form of a guarantee. 

By efficiency is meant the result that is obtained 
by dividing the total energy in kilowatts delivered 
on the switchboard of the station by the mechanical 
horse power delivered to the armature of the gen- 
erator, due allowance being made for the loss in 
the mains leading from the generator brushes to the 
switchboard. The power delivered to the armature 
shall be taken as the indicated horse power in the 
cylinders of the engine, as measured by the engine 
indicator, less the indicated power required to drive 
the engine and generator running light or with no 
load. 

The generators shall be capable of giving their 
full capacity for a period of 18 hours in continuous 
operation without serious sparking at the brushes, 
and without raising the temperature of the arma- 



SPECIFICATIONS FOR ELECTEIO GENEEATOES. 417 

ture or field coils more than 72 degrees Fahr. above 
the surrounding atmosphere. 

The machine shall be self-exciting and shall Regulation, 
maintain a practically constant voltage with the load 
varying from half to full load when driven at a uni- 
form speed. They shall be able to run in multi- 
ple with each other and divide the load proportion- 
ately among them without it being necessary for 
the attendant to adjust regulating devices. 

With each srenerator shall be furnished : Station Equip- 

o ment. 

One Main Switch of suitable capacity for the 
machine. 

One Automatic Circuit Breaker. 

One Lightning Arrester. 

One Weston Illuminated Dial Ammeter read- 
ing to 500. 

One Field Rheostat. 

One Four Point Potential Switch. 

And with each complete proposition the fol- 
lowing : 

One Weston Volt Meter reading fromo to 650 
volts. 

One Weston Illuminated Dial shunted station 
or bus ammeter reading to 2,000 amperes. 

Seven feeder panels, each one to have the fol- 
lowing instruments upon it: 

One Maine Switch to carry 250 amperes. 

One Weston Illuminated Dial Ammeter read- 
ing 250 amperes. 

One Automatic Circuit Breaker, suitable for 
panel, and such minor details as go to complete 
the system of the Contractor. 

All to be mounted upon marbleized slate pan- 
els of suitable size to build into a switchboard. No 
wood or other combustible material can be used in 
the construction of these instruments. 

Carbon brushes are preferred, and when car- srushe*. 
bon brushes are used brush holders shall be so de- 
signed as to clamp the carbon brush securely and 
have a practically solid connection to binding post 
from which the flexible cables lead to switchboard. 
The object being to prevent heating of the brushes 
and the electrical loss common to some machines 
faulty in this respect. Should the type of genera- 
tor bid upon be such as to necessitate copper brushes 
the builder of said machine will state fully how such 
brushes are made and secured. 



418 COMPLETE SPECIFICATIONS. 

Templates. The Contractor shall furnish the engine builder, 

free of cost to the Purchaser, a template for each 
machine, giving the bore of the armature hub and 
key-seating for same. 

Expert. The Contractor shall furnish a thoroughly 

competent expert to superintend the erection of the 
generators, who shall remain in charge of the gen- 
erators for thirty days after they have started. He 
shall give all necessary information to such men as 
may be designated by the Purchaser, to enable them 
to properly operate the generators during the said 
thirty day period. 

Labor. Contractor will furnish all necessary labor and 

material for erecting the generators complete ready 
to operate, and for connecting the generators with 
the switchboard. 

inspecrion and The above machinery will be subject to the in- 
spection of the Purchaser, who shall have the au- 
thority to decide whether or not the machinery 
conforms to these specifications. 

Test. An accurate test will be made when the gener- 

ators are in proper condition to work and it is in- 
tended that the guarantee made by the Contractor 
will be fulfilled. 

Payments. Payments will be made as follows: One quar- 

ter cash on arival of machinery at the power station 
site at New Orleans ; one quarter on the successful 
starting of the plant and the balance within sixty 
days thereafter, provided the generators have been 
approved and accepted by the Purchaser. It is under- 
stood of course that the Contractor will not be de- 
layed in starting his machines by the Purchaser. 

T>n»e. The above material to be delivered in running 

order on or before the first day of July, 1895, and 
it is understood that the Contractor will forfeit $25 
per day as liquidated damages for each and every 
day after the above date that his work remains in- 
complete. 

Specifications. Each bidder will submit a detailed specifica- 

tion of the machines which he proposes to furnish. 
It is the intention of the writer of these specifica- 
tions to draw them broad enough to permit any 
manufacturer of first-class machinery to bid upon 
the generators, but if any one is prohibited from 
bidding by any clause in the specifications, they may 
submit a proposition pointing out the prohibitive 



SPECIFICATIONS FOB ELECTEIC MOTOBS. 



419 



Sizes. 



clause, and their bid, if the machinery is of first- 
class construction, will be considered. It is under- 
stood, however, that the speed here given can not 
be varied from to any great extent. 

B. J. A. 

181. Specifications for Electric Mo- inG«a«mi. 

tors. The motors that will be purchased under 
these specifications will be delivered by the Con- 
tractor at the factory of the car builder, which will 
be located in the vicinity of Philadelphia, New 
York, Cleveland or St. Louis. The cars may be 
manufactured at some other point than the ones 
mentioned, but the Contractor will deliver the 
motors as above specified, provided the cars are 
built within one hundred miles of one of the above 
points. 

Propositions will be considered on the follow- 
ing: 

Proposition No. i. On 40-500 volt constant 
potential single reduction electric motors having a 
rated capacity of 25 horse power each, and capable 
of exerting a horizontal drawbar pull of 1,170 
pounds, when running at a speed of eight miles 
per hour, or a drawbar pull of 625 pounds when 
running at a speed of fifteen miles per hour. 

The average speed of the motors will be 
between eight and ten miles per hour and the max- 
imum speed about fifteen miles per hour. 

Proposition No. 2. On 40-500 volt constant 
potential single reduction electric motors having a 
rated capacity of 30 horse power each, and capable 
of exerting a horizontal drawbar pull of 1,400 
pounds when running at a speed of eight miles per 
hour, or 750 pounds when running at a speed of 
fifteen miles per hour. 

The Contractor shall state what current will be Current. 
required by the motors at a potential of 500 volts 
when developing the power indicated above, on a 
straight, level and clean track. 

Each motor furnished shall be of the latest '^yP*°'^®**^*^ 
form and design of water-proof motor built by the 
manufacturer. 

All gearing used in connection with the motors Gearing, 
and car axle shall be cut gears. The pinion on the 
armature to be made of steel and the gear attached 
to the car axle shall be made of such material as 
the Contractor sees fit to recommend. 



420 



COMPLETE SPECIFICATIONS. 



Auxiliaries. 



Labor. 



Heatia^and 
Sparking^. 



Monndng. 



Cars and 
Truclca. 



Each motor will be mounted upon a single 
car, making a total of forty cars to be equipped 
with one motor each, and with each motor shall be- 
furnished a complete set of gears for attaching to 
the car axle. Two controlling stands with suitable 
rheostats, blow-out devices and other automatic 
attachments for successful working. One trolley 
with iron pole and bronze wheel with plumbago 
bearings. The trolley pole to be provided with 
suitable base and springs for attaching to the car 
top. One lightning arrester, one fuse block, two 
overhead switches for making and breaking the cir- 
cuit, and all necessary wiring in the car body, and 
underneath the seats to suitably connect the con- 
troller, rheostat and motor for successful operation, 
and such other special devices as may be necessary 
to conform to the standard system of the bidder. 

The Contractor will furnish all necessary labor 
to mount the motors on the car axles at the works 
of the car manufacturer. Do all the car wiring 
(except for lights) necessary to connect the motors 
to the controllers and rheostats and otherwise 
equip the car for successful operation. 

The motors shall be capable of performing the 
work required of them, as given in these specifica- 
tions in ordinary service, for a period of i8 hours 
in continuous operation without raising the temper- 
ature of the armatures or the field coils to more than 
75 degrees Fahr. above the surrounding atmosphere, 
and shall do their work without excessive sparking 
at the commutator brushes. 

The type of motor considered as standard in 
these specifications is a single reduction motor 
geared direct to the car axle, and when this class of 
motor is used it shall be suspended upon some 
flexible connection which will relieve the car axle 
of as much weight as possible, and the Contractor 
will state in his proposition, so far as practical, the 
method or special design which he proposes to use 
in mounting the motors. 

In case the manufacturer should furnish single 
motor geared to both axles under these specifica- 
tions, the bidder shall state fully the method which 
will be used in mounting and supporting the 
motors. 

The car bodies and trucks will be furnished by 
the Purchaser but the motors are expected to handle 



SPECIFICATIONS FOE ELECTBIO MOTORS. 421 

an 1 8 foot closed car body when fully loaded, and 
to pull the trailer when necessary on a level track 
around ordinary curves. 

The bidder will state the number of revolutions ^p^^^ f^ 

, , . .,, 1 1 • • Armature* 

per minute that his armature will run when driving 
a car mounted on 33 in. wheel at a speed of eight 
miles per hour. 

The 33 in. wheels will be used throughout and wheels, 
the motors and gearing are so proportioned as 
to exert their rated capacity with this diameter of 
wheel. 

The Contractor will state the diameter of the ^'^ding. 
wire used in the armature and whether or not the 
armature is wound with one or more windings 
through each slot, and if two or more wires are used 
in such slot, whether or not they are connected in 
multiple on the commutator strips. He will also 
give the diameter of the wire used on the field coils. 

The Contractor will deliver these motors to the Delivery. 
car manufacturer within ninety days from the date 
of the awarding of the contract, and the motors will 
be shipped from the factory of the car builder to 
New Orleans by the car manufacturer, and hauled 
to the car barn or placed therein by the Purchaser, 
where suitable pits will be provided for cleaning 
and repairing the motors. 

When the Contractor has received notice from 
the Purchaser that he is ready to open the road for 
traffic he (the Contractor) shall send a thoroughly 
competent expert or electrical engineer to New 
Orleans to superintend the starting and operation of 
the motors and give instructions to the employees of 
the railroad company for a period of thirty days 
which shall be known as the trial period. All 
expenses and salary of said expert to be borne by 
the Contractor. 

As soon as the road is ready for operation the "^^"^ Perl«d. 
Purchaser will open it for traffic and operate the 
cars thereon for a period of thirty days to determine 
whether or not the motors will do the work 
required of them successfully and comply with 
these specifications. During this period the Pur- 
chaser will furnish all necessary employees and 
power for operating the cars. Said employees to 
operate the motors in accordance with instructions 
of the Contractor's expert. It being understood, 
however, that the motors must make the speed and 



422 COMPLETE SPECIFICATIONS. 

do the work called for under these specifications 
during the said thirty days. All parts of the motors 
that burn out, break, or otherwise prove defective 
aside from ordinary wear and tear, during the said 
thirty days, shall be replaced by the Contractor free 
of cost to the Purchaser. 

'Aoprol^" *°*^ '^^^ machinery purchased under these specifi- 

cations will be subject to the inspection and 
approval of the Purchaser. 

Specifications. jt jg ^j^g intention of the writer of these specifi- 

cations to have them sufficiently broad to allow all 
manufacturers of first-class machinery to bid under 
them and if anything in them seems to be prohibi- 
tive the bidder will submit his proposition pointing 
out wherein he can not conform to the specifica- 
tions. He will also submit detailed specifications 
giving a list of material which he proposes to 
furnish. The intention of these specifications being 
only to definitely state the work that the motors will 
be required to do. B. J. A. 

^"deification 1^2. Specifications for the Recon- 

*" ' ■ struction of a Horse Railway Track to be 

Used as an Electric Railway in a City. The 

work consists in removing the existing track of the 

* * * Company in the city of * * * and 
replacing it with the track described in the follow- 
ing specifications. The track is * * * feet 
long and will contain * * * plain curves, 

* * * branches off curves, * * * electric 
railroad crossings and * * * steam railroad 
crossings. The Contractor will also be required to 
lay the tracks in the car-shed and the special work 
connecting the car-shed tracks with the tracks in the 
street. He will also furnish and erect the poles, 
span wires, trolley wire and feeder wire as herein 
described. 

All rails, stringers, and ties taken out of the 
old track shall belong to the Railroad Company 
and shall be delivered by the Contractor either at 
the Railroad Company's yards, or forwarded on 
board cars to the order of the Railroad Company 
as the engineer may elect. 

All work not enumerated in these specifications 
necessary for the construction of a first-class track 
and line shall be performed by the Contractor. All 
work shall be done under the supervision and to the 



SPECIFICATIONS FOR ELECTRIC RAILWAY. 423 

satisfaction of the Engineer of the Railroad Com- 
pany, and instructions as to details given by the 
JEngineer or his representative shall be fully carried 
out. No bills for extra work will be paid except 
for extra work done by the written order of the 
Engineer. 

The Contractor shall agree to protect the Rail- 
road Company from the beginning of the construc- 
tion until the road is accepted by the officers of the 
Railroad Company from all loss of material by theft 
and from all damage suits and claims arising from 
personal injuries or property losses sustained in the 
construction of the road. The Contractor shall 
also agree to assume the liability in any suit for 
infringement of patent, arising out of the material 
used in the construction of the road or out of the 
use of any patented process. 

The railroad company will secure the necessary 
permits from the municipality and will make the 
necessary crossing arrangements with the roads 
which it intersects. The Contractor, however, 
must perform all work in accordance with city 
regulations, and shall carry out any instructions given 
by the city authorities. 

Where it is not herein specified that the mate- 
rial manufactured by a certain company shall be 
furnished, the Contractor shall name in his bid the 
manufacturer of the material which he proposes to 
furnish and wherever possible shall submit samples. 

The following drawings may be seen at the 
office of the Engineer, (i) General map of route, 
showing location of track and proposed location of 
poles. (2) Detail drawings of crossings, special 
work, and car-shed tracks. (3) Drawing showing 
the length, route, and tapping-in points of feeders. 

The rails shall be standard girder rails, seven Material, 
inches in height, weighing not less than eighty 
pounds per yard. These rails shall be delivered in 
lengths of not less than fifty-five feet. The ties 
shall be of white oak, sawed six by eight inches in 
section and eight feet long. Brace tie-plates, fitting 
and supporting the head of the rail, shall be used. 
The joints shall be cast-welded, but the Contractor 
shall supply enough fish plates foi use on the rails 
temporarily as herein described. The trolley wire 
shall be No. 00 hard drawn copper and the span 

wire No. 4 soft iron wire covered with weatherproof 

28 



424 



COMPLETE SPECIFICATIONS. 



insulation. The guy wire shall be No. 6 iron wire 
covered with the same insulation. The span wire 
shall have a tensile strength of 2,500 pounds and the 
guy wire a tensile strength of 1,800 pounds. 

The poles shall be thirty feet long and shall be 
made of steel tubing. Those which are used to sup- 
port curves and terminals shall be made of eight 
inch, seven inch, and six inch pipe and shall weigh 
not less than eight hundred pounds. Poles used 
only for supporting span wires shall be made of six 
inch, five inch and four inch pipe and shall not 
weigh less than five hundred pounds. Poles which 
carry feed wires shall be made of seven inch, six 
inch and five inch pipe and shall weigh not less than 
six hundred and fifty pounds. All poles shall be 
provided with caps and rings to cover the joints. 

All of the material used in the construction of 
the road not herein enumerated shall be of standard 
design and subject to the approval of the engineer. 

Road-bed. For double track an excavation 18 feet wide 

and 18 inches deep shall be made, and for single 
track an excavation 9 feet wide and 18 inches deep. 
Into this shall be placed 4 inches of crushed rock 
or gravel and rolled until solid. Clean rock which 
has been excavated from the street may be used for 
this purpose. 

The ties shall be spaced 24 inches between 
centers. A tie shall be placed underneath each 
joint. 

The rails shall be laid 4 feet and 10 inches be- 
tween gauge lines. Where there is double track, the 
distance between the gauge lines of the inside rails 
shall be 5 feet and 4 inches. Brace tie plates shall 
be placed under the rail at each tie and care taken 
that the brace is firmly against the rail before spik- 
ing. The ties shall be securely tamped with 
crushed rock or gravel until the top of the rail is at 
the established grade of the street and the track 
carefully lined and surfaced. Both rails shall be 
laid level by means of a straight-edge and a level. 
For lining and surfacing, the rails shall be tempo- 
rarily connected by fish plates. 

J«>^*^ The cast-welded joint shall be used. The joint 

shall be 14 inches long and the casting shall weigh 
not less than 120 pounds. The iron used for this 
purpose shall be soft, grey pig. No scrap shall be 
used. Immediately before casting the joints, the 



Ties. 



Track-work. 



SPECIFICATIONS FOK ELECTRIC RAILWAY. 425 

rail-ends, 7 inches back of the joint, shall be thor- 
oughly cleaned by emery wheels, sand blast, or 
some other mechanical process. Care must be 
taken that the rail ends are in contact and perfectly 
in line before the joint is cast. Means must be 
provided for holding the rail in position while the 
joint is cooling. If there are slight irregularities in 
the rail surface after the joint is cast, they may be 
removed by filing the top of the rail, but the Engi- 
neer shall have the right to reject any joint which is 
not in line or which is higher or lower than the rail. 
Joints so rejected shall be removed by sawing the 
rail 4 feet on each side of the defective joint. A 
piece of new rail 8 feet long shall, be inserted in 
this opening and new joints cast on each end of it 
as described above. The Contractor shall guaran- 
tee all cast-welded joints for one year and shall 
repair, free of charge, any which break in this time. 
In repairing broken joints, if the opening does not 
exceed i inch, the old joint may be chipped off, a 
section of rail fitting the opening inserted, and a 
new joint cast around it, the same precautions as to 
cleaning and preparing the joint being followed as 
outlined above. If the opening exceeds i inch, the 
joint must be cut out, a piece of rail 8 feet long 
inserted and new joints cast upon each end of it. 

All joints shall be cast-welded except those in 
the special work and crossings, and those joints 
connecting the special work and crossings with the 
straight track. These joints shall be supplied with 
six-hole fish plates fitting the section of rail which 
is used. 

The special work shall be made of a section of Special Wor* 
rail which will connect with the rail used on the 
straight track without the use of combination fish 
plates. Easement curves as indicated on the draw- 
ings shall be used at the ends of all curves where 
the radius is less than 150 feet. Curves of less 
radius than 150 feet shall have both rails grooved; 
those varying in radii from 150 to 400 feet shall 
have the inside rail grooved ; and those of greater 
radii than 400 feet may be sprung from the rail 
used on the straight track. Switches, mates, frogs, 
and crossings shall be provided with hardened steel 
plates set into the castings to take the wear. The 
special work shall be laid according to the meas- 
usements given on the drawings and shall be made 



426 COMPLETE SPECIFICATIONS. 

to line in neatly with the straight track. Wherever 
necessary the Contractar shall furnish special ties, 
long enough to support the special work. In lay- 
ing special work, the directions as given above 
shall be carried out, except that in laying curves of 
less than 150 feet radius, the outside rail shall be 
laid y^ inch higher than the inside rail. 

**■"** The Contractor will not be required to bond 

the cast-welded joints. All joints not cast-welded 
shall be bonded with a four naught bond of the 
* * * type. At crossings and special work, 
each straight rail shall be connected to the corre- 
sponding straight rail on the other side by means of 
an insulated copper cable of 500,000 c. m. cross- 
section. The connection between the cable and 
the rail shall be made by means of a copper termi- 
nal, shown on the feeder drawing. The place on 
the rail where this terminal connects shall be amal- 
gamated and the surface of the terminal shall be 
amalgamated and coated with an amalgam. 

P»^*"f« The paving shall follow the welding of the 

joints as closely as possible. The road-bed up to 
the tops of the ties shall be filled with crushed 
macadam, rammed in place. The space between 
the tracks of a double track shall be paved with 
the same material as the street outside the tracks. 
The space between the rails of the track shall be 
paved with granite blocks, six inches deep, laid on a 
bed of sand. The space outside of the rails shall 
be paved with the same material as the rest of the 
street. In all cases the city regulations in regard to 
street paving shall be fully carried out and the work 
shall be done to the satisfaction of the city authori- 
ties. Paving which has been removed for the re- 
construction of the track may be replaced by the 
Contractor, if approved by the Engineer. All old 
paving material not used shall belong to the Con- 
tractor and shall be removed by him. Immediately 
after the paving is finished the Contractor shall 
remove all dirt from the street and leave it in a neat 
condition. 

^^^To^ During the building of the road, the Contractor 

shall, at his own expense, put in temporary wagon 
crossings made of ties whenever required by the 
city authorities. He shall, as far as possible, keep 
the street open for traffic and shall supply the 
necessary signal lamps and watchmen. 



SPECIFICATIONS FOE ELECTeTc RAILWAY. 



427 



OVERHEAD CONSTRUCTION. 

Poles supporting the straight line shall be set ^^if, 
in a hole 6 feet 6 inches deep and i8 inches in 
diameter. Poles supporting curves shall be set in 
a hole 6 feet 6 inches deep and 24 inches in diam- 
eter. The space around the poles shall be filled 
with concrete, composed of i part of cement, 2 
parts of sand, and 4 parts of crushed rock. In set- 
ting poles, the top of the pole shall be given a rake 
of 8 inches from the vertical. City regulations in 
regard to setting poles shall be strictly complied 
with. The sidewalk at the base of the pole must 
be restored to its original condition. Before erec- 
tion, poles and cross-arms shall receive one coat of 
'asphalt paint and after erection shall receive 
another. 

The trolley wire shall be placed as nearly as ^^°* Work. 
possible over the center of the track and shall not 
be less than 18 or more than 20 feet above the rail. 
The trolley wire shall be anchored at all curves and 
crossings. The hangers, strain insulators, feeder 
yokes, and all other overhead appliances shall be of 
the manufacture of * * * . The connection 
between the span wire and the pole shall be through 
a strain insulator. Strain insulators shall be placed 
in all guy wires and pull-off wires. All joints in 
the trolley wire shall be made at suspensions by 
means of splicing ears. No splicing sleeves shall 
be used. 

The trolley wire over curves must be so located Cunres. 
that the trolley wheel rounds the curve without 
leaving the wire. Pull-off s must be located as 
designated by the Engineer. Where necessary, the 
Contractor shall furnish switches and crossings to 
be located in the trolley wire at turn-outs. 

At crossings with other roads, where their con- Crossing!, 
sent can be obtained, live crossings will be installed, 
and cut-outs placed in the trolley wire. Where 
this consent can not be obtained, the Contractor 
will install insulated crossings of a design to be ap- 
proved by the Engineer. 

Lightning arresters shall be located along the ^If^*°\"' 
track, two to each mile. They shall be of the manu- 
facture ot * * * and the Engineer shall designate 
their exact location and the manner in which they 
shall be connected with the trolley and feeder wires, 
and the manner in which they shall be grounded. 



428 



COMPLETE SPECIFICATIONS. 



Section 

Insulators. 



Feeders. 



Section insulators of the manufacture of * • * 
shall be placed in the trolley wire in the positions 
shown on the map of the route of the road. 

Feeders shall be furnished according to the 
drawing. The cross-arms shall be of iron and of 
an ornamental design. They shall receive one coat 
of paint before erection and another after erection. 
The pins for the straight line shall be of locust, and 
those supporting feed wire on curves shall be made 
of steel. The insulators shall have recesses in the 
top for the support of the feed wire and shall be of 
the manufacture of * * *. Feed wires shall be 
pulled up neatly and shall be protected from abra- 
sion by trees or other poles. Each feeder shall be 
drawn into the power house and left long enough tc^ 
connect with its proper switch on the feeder board. 
The Contractor, however, will not be required to 
make this connection. The Contractor shall also 
furnish and install the cables for ground feeders, in 
the location shown on the feeder drawing. The 
connection betvveen the ground feeder and the rail 
shall be made by means of a brass terminal, the 
dimensions of which are shown on the feeder drawl- 
ing. The surface of the brass terminal shall be 
amalgamated and the terminal shall be bolted to an 
amalgamated area on the rail. The Contractor 
shall leave the ends of ground feeders long enough 
to connect with the switchboard, but he will not 
be required to make this connection. The feeder 
line shall be guyed where necessary as the Engineer 
may direct. 

R. McC. 



^^on^^"'^' ^^^' General Specifications for the 
Track and Overhead Construction for an 
Electric Railway in a Country Town. This 

work consists of the laying of * * * feet of sin- 
gle track, containing * * * curv'es * * * 
terminals, and * * * diamond turn-outs in the 
city of * * * . It also includes the laying of 
the tracks and special work in the car-shed and the 
erection of the poles, span w'ires, trolley wires and 
feeders. 

All work shall be done under the supervision 
and to the satisfaction of the engineer of the railroad 
company. Instructions as to details given by the 
engineer or his representative shall be fully carried 



SPECIFICATIONS FOE ELECTEIC EAILWAY. 



429 



out. No bills for extra work will be allowed except 
for extra work done by the written order of the Engi- 
neer. 

All work not mentioned in these specifications 
necessary for the construction of a first-class road 
shall be performed by the Contractor. He will not 
be required to work on rainy days, but it is expected 
that he will push the work to its earliest possible 
completion. 

The Contractor shall agree to protect the rail- 
road company from the beginning of the construc- 
tion until the road is accepted by the officers of the 
railroad company, from all loss of material by 
theft, and from all damage suits and claims arising 
from personal injuries or property losses sustained 
in the construction of the road. 

In making his bid, the Contractor shall name 
the manufacturer of the material which he proposes 
using and wherever possible shall furnish samples. 

The following drawings may be seen at the 
office of the Engineer, (i) General map of route, 
showing location of track, and proposed location 
of poles. (2) Profile, showing the necessary 
grading. (3) Detailed drawings of special work 
and car-shed tracks. (4) Drawing showing the 
location and sizes of the feeders. 

The rails shall be Tee rails, weighing sixty 
pounds per yard, of the American Society of Civil 
Engineers' standard section. The ties shall be of 
white oak, sawed, 6 by 8 inches in section and 8 feet 
long. Four-hole angle bars fitting this section of rail 
are to be used at rail joints. The trolley is to be No. 
O, hard drawn copper, and the span wire 9-32" 
galvanized iron cable. The poles are to be of 
white cedar, neatly trimmed and straight. Those 
for straight line work shall be 30 feet long with 6 
inch tops, and those supporting curves or terminals 
shall be 30 feet long with 8 inch tops. All other 
material used in this work shall be of standard 
design and shall be subject to the approval of the 
Engineer. 

Within the city limits, the top of the rail shall 
conform to the established grade of the street. 
Outside of the city limits, the grade shown on the 
profile will be followed. Where necessary, grade 
stakes to guide the Contractor will be set by the 
Engineer. Where the track is either above or 



MateriaL 



Gradini^. 



430 



COMPLETE SPECIFICATIONS. 



Tkt. 



Ttack Work. 



Jolatt. 



below the surface of the roadway, the roadway for 
4 feet outside the rails shall be graded to slope to 
the ends of the ties. 

For the roadbed, an excavation 9 feet wide 
and 16 inches deep shall be made. Into this shall 
be placed 3 inches of crushed rock or gravel and 
rolled with a heavy roller until solid. In macadam 
streets, the stone which is taken from the street 
may be used for this purpose. Where there is a 
surplus of stone in the street, it shall be moved 
forward to such point as needed. All surplus dirt 
shall be hauled away by the Contractor and the 
street left in a neat condition. After completing 
the track the roadbed shall be filled with broken 
stone or gravel to the top of the rails. The mate- 
rial used for this purpose shall be clean and free 
from dirt. 

The ties shall be spaced 30 inches between cen- 
ters, except at the joints, where a tie shall be placed 
directly under the joint, with another tie on each 
side of it, 8 inches from it. 

The rails shall be laid 4 feet, 8j^ inches 
between gauge lines, and at turn-outs where there 
is a double track, the distance between the gauge 
lines of the inside rails shall be 6 feet. The rails 
shall be fastened to the ties by two hook head 
spikes at each point where a rail crosses a tie. The 
center of the track shall correspond with the center 
of the street unless otherwise directed. The ties 
shall be securely tamped until the rail is at the 
proper grade, and the track shall be carefully lined 
and surfaced. Both rails shall be laid level by 
means of a straight edge and a level. 

Wherever possible, joints shall be placed 
opposite one another. The angle-bars shall first 
be placed on the joints so that the track may be 
tamped, lined, and surfaced. After this is com- 
pleted, the angle-bars shall be removed and the 
bonds placed in position. All lining and surfacing 
must be done before the bonds are inserted. After 
all the bolts in the angle-bars are drawn up as 
tightly as possible, one man shall strike the head 
of the bolt with a hammer, while another draws up 
on the nut with a wrench. This operation shall be 
repeated with each bolt until the nut can not be 
turned. The tightening of these bolts shall be the 
last operation before the track is filled in. 



SPECIFICATIONS FOB ELEOTKIC RAILWAY. 



431 



Bonds* 



Special work shall be laid according to the Special Work, 
measurements given on the drawings and must be 
made to line in neatly with the straight track. At 
turn-outs, the Contractor shall furnish special ties, 
long enough to support the switches, mates, frogs, 
and curved rails. In laying special work, the direc- 
tions as already given shall be followed, except 
that in laying curves, the outside rail shall be laid 
^ inch higher than the inside rail. 

Each joint shall be bonded with a four-naught 
stranded bond placed beneath the joint plate. The 
bonds shall be of the * * * or * * * 
type. The two rails of the track shall be cross- 
bonded every 300 feet by four-naught bonds of the 
same type. At turn-outs, the 4 rails shall be 
cross-bonded twice. If the holes for the bonds are 
punched at the rail mill, they must be reamed out 
before the bonds are inserted. 

All cross-walks torn up in the construction of 
the road shall be replaced by the Contractor as 
soon as the track is filled. 

During the building of the road, the Contractor 
shall at his own expense put in temporary wagon 
crossings made of ties whenever required by the 
city authorities. He shall also as far as possible 
keep the street open for traffic. 



CroM-wallci. 



Temporary 
Crossings. 



OVERHEAD CONSTRUCTION, 

All poles shall be set 6 feet in the ground. 
Those which support curves or terminals shall be 
set in concrete. In straight line work, the poles, 
shall be spaced not more than 115 feet apart. 

The trolley wire shall be placed as nearly as 
possible over the center line of the track. The 
distance from the rail to the trolley wire shall not 
be less than 18 feet nor more than 20 feet. The 
trolley wire shall be anchored at all curves and at 
all crossings. The connection between the span 
wire and the trolley wire shall be by means of a 
hanger of standard design to be approved by the 
Engineer, and the connection between the hanger 
and the trolley wire shall be by means of a soldered 
ear, 15 inches long. All joints in the trolley wire 
shall be made at suspensions by means of splicing 
cars. No splicing sleeves shall be used. 

The trolley wire over curves must be so located 
that the trolley wheel rounds the curve without leav- 



Polea. 



Suspensioiia. 



Curro. 



^32 



COMPLETE SPECIFICATIONS. 



Lightning 
Arresters. 



Peeden. 



ing the wire. Pull-off s must be located not further 
apart than 4 feet. Where necessary, the Con- 
tractor shall furnish crossings and switches to be 
located in the trolley wire at turn-outs. 

Lightning arresters shall be located along the 
track not more than 3,000 feet apart. They shall 
be of a design to be approved by the Engineer, 
who shall designate their exact location and the 
manner in which they shall be connected to the 
feeders and trolley wire. They shall be grounded 
by means of a No. 6 insulated copper wire, soldered 
to a copper plate not less than one square foot in 
area, buried in a bed of wet, crushed charcoal, at 
least 6 feet deep in the ground. 

Feeders shall be furnished according to the 
drawings above enumerated. They shall be drawn 
into the power house and their ends left long enough 
to connect with the switchboard. The Contractor, 
however, will not be required to make this connec- 
tion. The Contractor will be required to furnish 
the ground feeders for connecting the rails with the 
switchboard. He will make the connection with the 
rails as indicated in the feeder drawing and will 
leave the ends of these feeders long enough to con- 
nect with the switchboard. 

R.McC. 



SPECIFICATIONS FOK STEEL HIGHWAY BEIDGES. 433 

184. General Specifications for Steel Highway 
Bridges and Viaducts.* The following specifications have 
been adopted for highway bridges and viaducts by the American 
Bridge Company, they having been drawn by Vice-President "C. 
C. Schneider, member American Societ}' Civil Engineers. They 
will give structures from 20 to 25 per cent, heavier than those 
heretofore commonly erected for such purposes. The require- 
ments provide for a most excellent shop practice without greatly 
increasing the cost, provided the shop is properly equipped with 
modern machine tools. It will be noted that a class of struct- 
ures is provided for which is intended to cover all ordinary de- 
mands. The tables given at the end of this specification will 
be found especially valuable in preparing designs. 

GENER.\L DESCRIPTION. 

1. Bridges under these specifications are di- Classification, 
vided into six classes, viz : 

Class A. — For city traffic. 

Class B. — For suburban or interurban traffic 

with hea\w electric cars. 
Class C. — For country roads with light electric 

cars or heavy highway traffic. 
Qass D. — For country roads with ordinar}' 

highway traffic. 
Class Ei. — For heavy electric street railways 

only. 
Class E2. — For light electric street railways only. 

2. All structures to be of rolled steel, except the Material, 
flooring and wheel-guards of Classes A, B, C, Ei 

and E2, and the stringers, flooring and wheel-guards 
of Class D, which may be of timber. Cast iron or 
cast steel will be permitted only in machinery of 
movable bridges and in special cases for shoes and 
bearings. 

3. The following types of bridges are recom- Type of 
mended : Bridges. 

For spans up to 25 feet. — Rolled beams. 

For spans from 25 to 40 feet. — Rolled beams or 
plate girders. 

For spans from 40 to 80 feet. — Plate or lattice 
girders. 

For spans from 80 to 140 feet. — Lattice girders. 

*For specification for Steel Railroad Bridges, see Art. 185, p 459. 



434 



COMPLETE SPECIFICATIONS, 



Clearance 



Spacing of 
Trusses 



Handrailing, 



Nameplate. 



Floor Beams. 



Stringers. 



Roadway 
Planks. 



For spans over 140 feet. — Lattice girders or pin 
connected trusses. 

4. At an elevation of one foot and over aboye 
the roadway, the clear distance between trusses shall 
be at least 14 inches greater than the width of the 
roadway between wheel-guards. 

5. For Classes A, B, C, Ei and E2 the clear 
headroom for a width of 6 feet over each track shall 
not be less than 15 feet, for Class D not less than 12-J 
feet, above the floor. 

6. For bridges carrying electric cars the clear 
width from the centre of track shall not be less than 
6-J feet at a height exceeding i foot 6 inches above 
the top of rails where the tracks are straight. 

7. In determining the clearance on curves the 
extreme length of electric car shall be taken as 45 
feet, the width 8 feet, and the distance between cen- 
ters of trucks as 20 feet, unless otherwise specified. 

8. The width between centers of trusses shall in 
no case be less than one-twentieth of the span be- 
tween centres of end pins or shoes. 

9. A strong and suitable handrailing shall be 
placed at each side of the bridge, except where plate 
girders serve the same purpose, and be rigidly at- 
tached to the superstructure. 

10. Each bridge shall have such name plates 
suitably inscribed and located, as may be required. 

11. All floor beams in through bridges shall be 
riveted to the main girders. 

12. Steel stringers shall preferably be riveted 
to the web of the floor beams. 

Wooden joists shall not be less than 3 inches 
thick, shall be spaced not more than 2^ feet between 
centres, and shall be dapped over the seat angles or 
floor beams to exact level. In the latter case they 
shall lap by each other over the full width of the floor 
beam, and shall be separated -J inch for free circula- 
tion of air. 

13. For single thickness the roadway planks 
shall not be less than 3 inches thick", nor less than one- 
twelfth of the distance between stringers, and shall 
be laid transversely with J inch openings. 

14. When an additional wearing surface is spe- 
cified for the roadway, it shall be i|- inches thick, and 
the lower planks, of a minimum thickness of 2J 
inches, shall be laid diagonally and with -J inch open- 
ings. 



SPECIFICATIONS FOR STEEL HIGHWAY BRIDGES. 435 

15. Wheel-guards of a cross-section not less wheei-guards. 
than 6 inches by 4 inches on each side of the roadway 

shall be provided. They shall be blocked up from 
the floor plank with blocks 2 inches by 6 inches by 12 
inches long, not over 5 feet apart centre to centre, 
held in place by one f inch bolt passing through the 
centre of each blocking piece and securely fastened 
to the stringer below. The wheel-guards shall be 
spliced with half and half joints with 6 inches lap 
over a blocking piece. 

16. The footwalk planks shall not be less than pj^^^^^^'^ 
2 inches thick nor more than 6 inches wide, spaced 

with -J inch openings. 

1 7. All plank shall be laid with the heart side 
down; shall have full and even bearing on and be 
firmly attached to the stringers. 

18. For bridges of Classes A and B a solid ^""^'"^ ^^°<»'- 
floor, consisting of stone, asphalt, etc., on a concrete 

bed, is recommended. For this case the flooring will 
consist of buckle-plates or corrugated sections, and 
the concrete bed shall be at least 3 inches thick for 
the roadway, and 2 inches thick for the footwalk, 
over the highest point to be covered, not counting 
rivet or boltheads. 

19. Buckleplates shall not be less than 5-16 ^""'^^^ p^^'"** 
inch thick for the roadway and ^ inch thick for the 
footwalk. 

20. For solid floor the curb holding the paving 
and acting as a wheel-guard on each side of the road- 
way shall be of stone or steel projecting about 6 
inches above the finished paving at the gutter. The 
curb shall be so arranged that it can be removed and 
replaced when worn or injured. There shall also be 
a metal edging strip on each side of the footwalks to 
protect and hold the paving in place. 

21. Provision shall be made for drainage clear drainage, 
of all parts of the metal work. 

22. The floor of bridges of Classes Ei and E2 Ei°°''^f L^^^^ 
shall consist of cross-ties not less than 6 inches by 6 

inches, spaced with openings not exceeding 6 inches 
and securely fastened to the stringers by bolts. There 
shall be guard timbers not less than 6 inches by 6 
inches on each side of each track, with their inner 
faces not less than 9 inches from centre of rail. 
They shall be notched i inch over every tie, and 
fastened to every fourth tie. 



436 COMPLETE SPECIFICATIONS. 

LOADS. 

Dead Load. 23. In determining the weight of the structure 

for the purpose of calculating strains, the weight of 
timber shall be assumed at 4 pounds per foot B. M., 
the weight of concrete and asphaltum at 130 pounds, 
of paving brick at 150 pounds and of granite stone 
at 160 pounds per cubic foot. 

The rails, fastenings, splices and guard timbers 
of street railway tracks, resting on cross-ties, shall 
be assumed as weighing 100 pounds per lineal foot 
of track. 

Live Load. 24. The bridges of the different classes shall 

be designed to carry, in addition to their own weight 
and that of the floor, a moving load, either uniform 
or concentrated, or both, as specified below, placed 
so as to give the greatest strain in each part of the 
structure. 

Class A. — City Bridges. 

For the floor and its supports, on each street car 
track or on any part of the roadway, a concentrated 
load of 24 tons on two axles lo feet centres and 5 
feet gauge (assumed to occupy a width of 12 feet), 
and upon the remaining portion of the floor, includ- 
ing foot walks, a load of 100 pounds per square foot. 

For the trusses, for spans up to 100 feet, 1,800 
pounds per lineal foot of each car track (assumed to 
occupy 12 feet in width), and 100 pounds per square 
foot for the remaining floor surface; for spans of 
200 feet and over, 1,200 pounds for each lineal foot 
of track and 80 pounds per square foot of floor ; pro- 
portionally for intermediate spans. (See table I.) 

Class B. — Suburban or Interurban Bridges. 

For the floor and its supports, on any part of the 
roadway, a concentrated load of 12 tons on two axles 
ID feet centres and 5 feet gauge (assumed to occupy 
a width of 12 feet), or on each street car track a con- 
centrated load of 24 tons on two axles 10 feet cen- 
tres ; and upon the remaining portion of the floor, in- 
cluding footwalks, a load of 100 pounds per square 
foot. 

For the trusses, for spans up to 100 feet, 1,800 
pounds per lineal foot of each car track and 80 



SPECIFICATIONS FOE STEEL HIGHWAY BEIDGES. 437 

pounds per square foot for the remaining floor sur- 
face; for spans of 200 feet and over 1,200 pounds 
for each hneal foot of track and 60 pounds per 
square' foot of floor; proportionally for intermediate 
spans. (See table I.) 

Class C. — Heavy Country Highway Bridges. 

For the floor and its supports, on any part of 
the roadway, a concentrated load of 12 tons on two 
axles 10 feet centres and 5 feet gauge (assumed to 
occupy a width of 12 feet), or on each street car 
track a concentrated load of 18 tons on two axles 
10 feet centres; and upon the remaining portion of 
the floor, including footwalks, a load of 100 pounds 
per square foot. 

For the trusses, same as for Class B, except load 
on car tracks for spans up to 100 feet will be 1,200 
pounds and for spans of 200 feet and over, 1,000 
pounds. (See table I.) 

Class D. — Ordinary Country Highway Bridges. 

For the floor and its supports, a load of 80 
pounds per square foot of total floor surface or 6 tons 
on two axles 10 feet centres and 5 feet gauge. 

For the trusses, a load of 80 pounds per square 
foot of total floor surface for spans up to 75 feet; 
and 55 pounds for spans of 200 feet and over; pro- 
portionally for intermediate spans. (See table I.) 

Class Ei. — Bridges for Heavy Electric Street Rail- 
ways only. 

For the floor and its supports, on each track a 
load of 24 tons on two axles 10 feet centres. 

For the trusses, a load of 1,800 pounds per lineal 
foot of each car track for spans up to 100 feet; and 
a load of 1,200 pounds for spans of 200 feet and 
over; proportionally for intermediate spans. (See 
table I.) 

Class E2. — Bridges for Light Electric Street Rail- 
ways only. 

For the floor and its supports, on each track a 
load of 18 tons on two axles 10 feet centres. 

For the trusses, a load of 1,200 pounds per lineal 
foot of each car track for spans up to 100 feet; and 



438 



COMPLETE SPECIFICATIONS. 



Impact. 



a load of i,ooo pounds for spans of 200 feet and 
over; proportionally for intermediate spans. (See 
table I.) 

2^, To compensate for the effect of impact and 
vibration, 25 per cent, of the maximum strains re- 
sulting from the above mentioned live load shall be 
added thereto. 
Wind Pressure. 26. The wind pressure shall be assumed acting 
in either direction horizontally: 

First. At 30 pounds per square foot on the ex- 
posed surface of all trusses and the floor as seen in 
elevation, in addition to a horizontal live load of 150 
pounds per lineal foot of the span moving across the 
bridge. 

Second. At 50 pounds per square foot on the 
exposed surface of all trusses and the floor system. 
The greatest result shall be assumed in proportioning 
the parts. 

27. For longitudinal bracing of structures 
carr}4ng street railroads, the momentum produced by 
suddenly stopping the train shall be considered; the 
coefficient of friction of wheels sliding upon the rails 
being assumed as 0.2. 

28. When the structure carrying a street rail- 
road is on a curve, the additional effects due to the 
centrifugal force shall be considered. 



Momentum of 
Street Cars. 



Centrifugal 
Force. 



PROPORTION OF PARTS. 



Least Thick- 
ness of 
Materials. 

Permissible 

Tensile 

Strains. 



Net Sections. 



29. No material shall be used less than ^ of an 
inch thick, except for lining or filling vacant places. 

30. All parts of the structure shall be so pro- 
portioned' that the sum of the maximum loads, to- 
gether with the impact, shall not cause the tensile 
strain to exceed: 

On soft steel 15,000 pounds per square inch. 
On medium steel iT.ooo pounds per square inch. 

31. The same limiting unit strains shall also be 
used for members strained by wind pressure, cen- 
trifugal force, or momentum of train, if any. 

32. Net sections must be used in all cases in 
calculating tension membcTs, and, in deducting river- 
holes, they must be taken -J of an inch larger than 
the size of the rivets. 

33. Pin connected riveted tension members 
shall have a net section through the pin hole 25 per 



SPECIFICATIONS FOE STEEL HIGHWAY BKIDGES. 439 



cent, m excess of the net section of the body of the 
member. The net section back of the pin hole shall 
be at least 0.75 of the net section through the pin 
hole. 

^4. For compression members, these permissi- Permissible 

1 1 7 • J- J ^z J Compressive 

ble strams of 15,000 and i7,ooo pounds per square strains, 
inch shall be reduced in proportion to the ratio of the 
length to the least radius of gyration of the section 
by the following formulae: 

15,000 



For soft steel, p=- 



For medium steel, 



H 



12 



i3,5oor^ 
17,000 



1. 



12 



ii,ooor2 

where p = permissible working strain per square inch 

in compression. 

1 == length of pieces in inches, centre to center 
of connection. 

r = least radius of gyration of the section in 
inches. (See table V.) 

35. No compression member, however, shall 
have a length exceeding 120 times its least radius of 
gyration, excepting those for wind bracing, which 
may have a length not exceeding 140 times the least 
radius of g\Tation. 

36. The reversal of strain in members of 
bridges of Classes A, B, C and D need not to be con- 
sidered, but the members shall be proportioned for 
the strain giving the larger section. 

For bridges of Classes Ei and E2 members sub- 
ject to alternate strains of tension and compression in 
immediate succession (as counter-stresses in web 
members or chords in continuous trusses) shall be 
so proportioned that the total sectional area is equal 
to the sum of areas required for each strain. 

37. In case the maximum strains due to wind, 
added to the maximum strains due to vertical loading 
(including impact), shall exceed the following 
limits : 

On soft steel, 19,000 pounds per square inch. 

On medium steel, 21,000 pounds per square 
inch, properly reduced for compression, addition 
must be made to such sections until these limits are 
not exceeded. 

The permissible strains for the connections shall 

be increased proportionately. 
29 



Reversal of 
Strains. 



Combined 
Strains. 



440 



COMPLETE SPECIFICATIONS. 



Transverse 
Loading of 
Tension or 
Compression 
Members. 



Shearinf^ and 

Bearing 

Strains. 



Field 
Connections. 



Bending 
Strains on 
Pins. 



Plate Girders. 



38. Should the strains be reversed in any possi- 
ble case, proper provision must be made for such 
strains in the opposite direction. 

39. When the floor system rests directly on the 
top or bottom chord, the latter must be so propor- 
tioned that the algebraic sum of the strains per 
square inch on the outer fibre, resulting from the 
direct compression or tension, and three fourths of 
the maximum bending moment (the chord being 
considered as a beam of one panel length, supported 
at the ends), shall not exceed the before-mentioned 
limiting strains in tension or compression, the proper 
amount of impact being added to each kind of load- 
ing. 

40. The bending moment at panel points shall 
be assumed equal to that in the centre, but in oppo- 
site direction. 

41. All other members which are subject to 
direct strain in addition to bending moment are to 
be similarly calculated. 

42. The shearing strain on rivets, bolts or pins, 
per square inch of section, shall not exceed 11,000 
pounds for soft steel, and 12,000 pounds for medium 
steel; and the pressure upon the bearing surface of 
the projected semi-intrados (diameter x thickness) 
of the rivet, bolt or pin hole, shall not exceed 22,000 
pounds per square inch for soft steel, and 24,000 
pounds for medium steel. (See table VII.) 

43. In field connections the number of rivets 
or bolts thus found shall be increased 25 per cent, 
if driven by hand, but 10 per cent, for rivets driven 
by power. 

44. The bending strain on the extreme fibre 
of pins shall not exceed 22,000 pounds per square 
inch for soft steel, and 25,000 per square inch for 
medium steel, when centres of bearings of the 
strained members are taken as the points of applica- 
tion of the strains. (See table VI.) 

45. Plate girders shall be proportioned on the 
assumption that -J of the gross area of the web is 
available as flange area. The compressed flange 
shall have the same sectional area as the tension 
flange; but the unsupported length of flange sha!l 
not exceed 20 times its width. 

46. In calculating shearing strains and bearing 
strains on web rivets of plate girders, the whole of 



SPECIFICA.TIONS FOR STEEL HIGHWAY BRIDGES. 441 

the shear acting on the side next the abutniient is to 
be considered as being transferred into the flange 
angles in a distance equal to the depth of the girder. 
4?. The shearing strain in web plates shall not 
exceed 9,000 pounds per square inch for soft steel, 
and 10,000 pounds per square inch for medium steel. 

48. The web shall have stiffeners riveted on 
both sides, with a close bearing against upper and 
lower flange angles at the ends and inner edges of 
bearing plates, and at all points of local and con- 
centrated load's, and also, when the thickness of the 
web is less than 1-60 of the unsupported distance 
between flange angles, at points throughout the 
length of the girder, generally not farther apart than 
the depth of the full web plate, with a maximum 
limit of 5 feet. 

49. The depth of rolled beams shall in no case Roiled Beann. 
be less than 1-30 of the span. 

50. The fibre strain on floor timber from dead Floor Timber, 
and live load without impact shall not exceed 1,200 

pounds per square inch on yellow pine and white oak, 
and 1,000 pounds per square inch on white pine and 
spruce. 

51. Wherever the live and dead load strains of Provisions for 
bridges of classes Ei and E2 are of opposite charac- iL"reaseof 
ter, onlv 7o per cent, of the dead load strain shall ^jve Load of 

C^lclSSCS 

be considered as effective in counteracting the live ei and E2. 
load strain. 

DETAILS OF CONSTRUCTION. 

52. All truss bridges shall be given a proper Camber. 
camber. 

53. All sections shall preferably be made sym- Symmetrical 
metrical, and the pins placed in the line of the neu- ^^*^'*°"^- 
tral axis. 

54. Adjustable members in any parts of struct- Adjustable 
ures shall preferably be avoided. *™ ^"' 

55. All through spans shall have stiff end verti- Truss Bridges. 
cal suspenders. 

56. The heads of eye-bars shall not be less Eye Bar 
in strength than the body of the bar. "''"^^• 

57. All nuts must be of hexagonal shape. Nuts. 

58. All lateral and sway bracing shall prefera- Lateral and 
bly be made of shapes which can resist compression ^^^^ Bracing, 
as well as tension. 



442 



COMPLETE SPECIFICATIONS. 



Portals. 



Diagonal 
Bracing. 



Gusset Plates. 



Temperature. 



Bolsters and 

Expansion 

Rollers. 



Friction 
Plates. 

Bed Plates. 



Spacing of 
Bjvets. 



Splices. 



59. All through spans with top lateral bracing 
shall have portals at each end of span, connected 
rigidly to endposts. They shall be as deep as the 
specified head room will allow, and provision shall 
be made in the end posts for the bending strain pro- 
duced by the wind pressure. 

60. Deck bridges shall have diagonal braces at 
each panel, of sufficient strength to carry half the 
maximum strain increment due to wind and centrifu- 
gal force, if any. 

61. Pony trusses and through plate girders 
shall be stayed by knee braces or gusset plates at the 
ends, and at each floor beam or transverse strut. 

62. Provision shall be made for a free expan- 
sion and contraction of all parts, corresponding to a 
variation of 150 degrees Fahrenheit in temperature. 

63. All bridges exceeding 100 feet in length 
shall have hinge bolsters on both ends and at one end 
nests of turned friction rollers, running between 
planed surfaces. Rollers will not be less than 3 
inches in diameter; and the pressure per lineal inch 
of roller, including impact, shall not exceed 1200 v^"^ 
for steel rollers between steel surfaces (<i= diameter 
of roller in inches). 

64. For bridges less than 100 feet in length, 
one end shall be free to move upon smooth surfaces. 

65. Bed plates shall be so proportioned that the 
pressure upon masonry (including impact) will not 
exceed 400 pounds per square inch. 

66. The pitch of rivets, in the direction of the 
strain shall never exceed 6 inches, nor 16 times the 
thickness of the thinnest outside plate connected, and 
not more than 50 times that thickness at right angles 
to the strain. 

67. At the ends of compression members the 
pitch shall not exceed four diameters of the rivet, for 
a length equal to twice the width of the member. 

68. The distance from the edge of any piece to 
the centre of a rivet-hole must not be less than ij 
times the diameter of the rivet, nor exceed 8 times 
the thickness of the plate; and the distance between 
centres of rivet-holes shall not be less than 3 diam- 
eters of the rivet. 

69. The butt joints of compression members 
shall be connected by splices to hold them trujy in 



SPECIFICATIONS FOE STEEL HIGHWAY BRIDGES. 443 



Tie Plates. 



Lacing'. 



position; all other joints in riveted work, whether in 
tension or compression, must be fully spliced. 

7o. All segments of compression members con- 
nected by latticing only, shall have tie plates placed 
as near the ends as practicable. They shall have a 
length of not less than the greatest depth or width 
of the member, and a thickness not less than 1-50 of 
the distance between the rivets connecting them to 
the compressed members. 

7i. Single lattice bars shall have a thickness 
of not less than 1-40, and double bars connected by a 
rivet at the intersection of not less than 1-60 of the 
distance between the rivets connecting them to the 
member; and their width shall be in accordance with 
American Bridge Company's standards, generally: 

For 15-inch channels, or built "j 

sections with 3^ and 4-inch I 2\ inches (^ inch rivets). 

angles. J 

For 12, 10 and 9-inch channels, | 

or built sections with 3-inch I2I inches (| inch rivets). 

angles. J 

For 8- and 7-inch channels, or^l 

built sections with 2^ inch v 2 inches (f inch rivets). 

angles. J 

For 6- and 5-inch channels,"] 

or built sections with 2-inch I if inches (^ inch rivets.) 

angles. J 

72. All pin-holes shall be re-enforced by addi- p*" Plates, 
tional material when necessary, so as not to exceed 

the allowed pressure on the pins. These re-enforc- 
ing plates must contain enough rivets to transfer the 
proportion of pressure which comes upon them, and 
at least one plate on each side shall extend not less ' 
than 6 inches beyond the edge of the tie plate. 

73. Web plates of girders must be spliced at WebSpiices. 
all. joints by a plate on each side of the web, capable 

of transmitting the full strain through splice rivets. 

74. The flange plates of all girders must be Flange Piates. 
limited in width so as not to extend beyond the 

outer lines of rivets connecting them with the angles, 
more than five inches or more than eight times the 
thickness of the first plate. Where two or more 
plates are used on the flanges, they shall either be of 
equal thickness or shall decrease in thickness out- 
ward from the angles. 



444 



COMPLETE SPECIFICATIONS. 



WORKMANSHIP. 



Riveted "Work 
Punching. 



Holes for 
Field Rivets. 



Planing and 
Reaming. 



Rivets. 



Riveters. 



Bolts. 



Neat Finish. 



Contact 
Surfaces. 

Forged Work 
Eye -Bars. 



75. All riveted work shall be punched accur- 
ately with holes 1-16 of an inch larger than the size 
of the rivet, and when the pieces forming one built 
member are put together, the holes must be truly 
opposite; no drifting to distort the metal will be al- 
lowed; if the hole must be enlarged to admit the 
rivet, it must be reamed. 

76. All holes for field rivets in floorbeam and 
stringer connections and splices in tension members, 
shall be accurately drilled to an iron templet or 
reamed while the connecting parts are temporarily 
put together. 

77. In medium steel over f of an inch thick, 
all sheared edges shall be planed, and all holes shall 
be drilled or reamed to a diameter of J of an inch 
larger than the punched holes, so as to remove all the 
sheared surface of the metal. 

78. The rivet heads must be of approved hem- 
ispherical shape, and of a uniform size for the same 
size rivets throughout the work. They must be full 
and neatly finished throughout the work and concen- 
tric with the rivet hole. 

79. All rivets when driven must completely fill 
the. holes, the heads be in full contact with the sur- 
face, or countersunk when so required. 

80. Wherever possible, all rivets shall be ma- 
chine driven. Power riveters shall be direct-acting 
machines, worked by steam, hydraulic pressure, or 
compressed air. 

81. When members are connected by bolts 
which transmit shearing strains, such bolts must have 
a driving fit. 

82. The several pieces forming one built mem- 
ber must fit closely together, and when riveted shall 
be free from twists, bends, or open joints. 

83. All portions of the work exposed to view 
shall be neatly finished. 

84. All surfaces in contact shall be painted be- 
fore they are put together. 

85. The heads of eye-bars shall be made by 
upsetting, rolling, or forging into shape. Welds in 
the body of the bar will not be allowed. 

86. The bars must be perfectly straight before 
boring. 



SPECIFICATIONS FOR STEEL HIGHWAY BRIDGES. 445 

87. The holes shall be in the centre of the head 
and on the centre line of the bar. 

88. All eye-bars shall be annealed. 

89. All abutting surfaces in compression mem- ^^^hine 
bers shall be truly faced to even bearings, so that Facing, 
they shall be in such contact throughout as may be 
obtained by such means. 

90. The ends of riveted floor girders shall be 
faced true and square. 

91. Pin holes shall be bored truly parallel with Pin Holes, 
one another and at right angles to the axis of the 
member unless otherwise shown in drawings; and in 

pieces not adjustable for length, no variation of more 
than 1-64 of an inch for every 20 feet will be allowed 
in the length between centres of pin holes. 

92. Bars which are to be placed side by side 
in the structure shall be bored at the same tempera- 
ture, and shall be of such equal length that, upon 
being piled on each other, the pins shall pass through 
the holes at both ends at the same time without 
driving. 

93. All pins shall be accurately turned to a 
gauge, and shall be straight and smooth. 

94. The clearance between pin and pin hole 
shall be 1-50 of an inch for pins up to 3 J inches in 
diameter, which amount shall be gradually increased 
to 1-32 of an inch for pins 6 inches in diameter and 
over. 

95. All pins shall be supplied with steel pilot Pii°tNuts. 
nuts, for use during erection. 

96. All workmanship shall be first-class in Workmanship, 
every particular. 

STEEL. 



Pins. 



Play in Pin 
Holes. 



97. All Steel must be made bv the Open Hearth ?f °^T °^ 

1 -e 1 .1 '11, . Manuiacture. 

process, and 11 by acid process, shall contain not 
more than .08 per cent, of phosphorus, and if by basic 
process, not more than .05 per cent, of phosphorus, 
and must be uniform in character for each specified 
kind. 

98. The finished bars, plates and shapes, must finish, 
be free from injurious seams, flaws or cracks, and 

have a clean, smooth finish. 

99. The tensile strength, limit of elasticity and Test Pieces, 
ductility, shall be determined from a standard test- 



446 



COMPLETE SPECIFICATIONS. 



Annealed Test 
Pieces. 



Marking. 



Physical 
Properties. 

Rivet Steel. 



Soft Steeel. 



Medium 

Steel. 



Full Size Test 
of Steel Eye- 
Bars. 



Pin Steel. 



piece, cut from the finished material, of at least -J 
square inch section. All broken samples must show 
a silky fracture of uniform color. 

lOO. Material which is to be used without an- 
nealing or further treatment is to be tested in the con- 
dition in which it comes from the rolls. When ma- 
terial is to be annealed or otherwise treated before 
use, the specimen representing such material is to be 
similarly treated before testing. 

loi. Every finished piece of steel shall be 
stamped with the blow number identifying the melt. 

102. Steel shall be of three grades: Rivet, 
Soft and Medium. 

103. Rivet Steel shall have : Ultimate strength, 
48,000 to 58,000 pounds per square inch. Elastic 
limit, not less than one-half the ultimate strength. 
Elongation, 26 per cent. Bending test, 180 degrees 
flat on itself, without fracture on outside of bent 
portion. 

104. Soft Steel shall have: Ultimate strength, 
52,000 to 62,000 pounds per square inch. Elastic 
hmit, not less than one-half the ultimate strength. 
Elongation, 25 per cent. Bending test, 180 degrees 
flat on itself, without fracture on outside of bent 
portion. 

105. Medmm Steel shall have: Ultimate 
strength, 60,000 to 7o,ooo pounds per square inch. 
Elastic limit, not less than one-half the ultimate 
strength. Elongation, 22 per cent. Bending test, 
180 degrees to a diameter equal to thickness of piece 
tested, without fracture on outside of bent portion. 

106. Full size test of steel eye-bars shall be re- 
quired to show not less than 10 per cent, elongation 
in the body of the bar, and tensile strength not more 
than 5,000 pounds below the mimimum tensile 
strength required in specimen tests of the grade of 
steel from which they are rolled. The bars will be 
required to break in the body but should a bar break 
in the head, but develop 10 per cent, elongation and 
the ultimate strength specified, it shall not be cause 
for rejection, provided not more than one-third of 
the total number of bars tested break in the head; 
otherwise the entire lot will be rejected. 

io7. Pins made of either of the above men- 
tioned grades of steel shall, on specimen test pieces 



SPECIFICATIONS FOR STEEL HIGHWAY BRIDGES. 447 



Drifting. 



Slabs for 
Plates. 

Pins. 



cut from finished material, fill the requirements of 
the grade of steel from which they are rolled, ex- 
cepting the elongation, which shall be decreased 5 
per cent, from that specified. 

108. Punched rivet holes, pitched two diame- 
ters from a sheared edge, must stand drifting until 
the diameter is one third larger than the original hole, 
without cracking the metal. 

109. The slabs for rolling plates shall be rolled 
from ingots of at least twice their cross-section. 

no. Pins up to 7 inches diameter shall be 
rolled. 

111. Pins exceeding 7 inches diameter shall 
be forged under a steel hammer striking a blow of 
at least 5 tons. The blooms to be used for this pur- 
pose shall have at least three times the sectional area 
of the finished pins. 

112. A variation in cross-section or weight o'f weight?"'" 
rolled material of more than 2J per cent, from that 
specified, may be cause for rejection. 

113. Steel casting shall be made of Open steeicasting* 
Hearth Steel containing from .25 to .40 per cent. 

carbon and not over .08 per cent, of phosphorus, and 
shall be practically free from blow holes. 

114. Except where chilled iron is specified, all Cast iron, 
castings shall be of tough, gray iron, free from in- 
jurious cold shuts or blow holes, true to pattern, and 

of workmanlike finish. Test bars one inch square, 
loaded in middle between supports 12 inches apart, 
shall bear 2,500 pounds or over, and deflect 0.15 of 
an inch before rupture. 



448 



COMPLETE SPECIFICATIONS. 



TIMBER. 

Timber. 115. The timber shall be strictly first-cl^ss 

spruce, white pine, Douglas fir. Southern yellow pine, 
or white oak bridge timber; sawed true and out of 
wind, full size, free from wind shakes, large or 
loose knots, decayed or sapwood, wormholes or other 
defects impairing its strength or durability. 

PAINTING. 



Painting. 116. All iron work before leaving the shop 

shall be thoroughly cleaned from all loose scale and 
rust, and be given one good coating of pure boiled 
linseed oil, well worked into all joints and open 
spaces. 

1 1 7. In riveted work, the surfaces coming in 
contact shall each be painted before being riveted to- 
gether. 

118. Pieces which are not accessible for paint- 
ing after erection shall have two coats of paint. 

119. The paint shall be of good quality of 
oxide of iron paint, mixed with pure linseed oil, or 
such as may be specified in contract. 

120. After the structure is erected, the iron 
work shall be thoroughly and evenly painted with 
two additional coats of paint, mixed with pure lin- 
seed oil, of such quality and color as may be selected. 

121. Pins, pin holes, screw threads and other 
finished surfaces shall be coated with white lead and 
tallow before being shipped from the shop. 

INSPECTION. 

Inspection. J22. All facilities for inspection of material 

and workmanship shall be furnished by the contrac- 
tor to competent inspectors, and the engineer and his 
inspectors shall be allowed free access to any part of 
the works in which any portion of the material is 
made. 

123. The contractor shall furnish, without 
charge, such specimens (prepared) of the several 
kinds of material to be used as may be required to 
determine their character. 



SPECIFICATIONS FOE STEEL HIGHWAY BBIDGES. 449 



TESTING. 

124. Full sized parts of the structure may be Testing, 
tested at the option of the purchaser; but, if tested 

to destruction, such material shall be paid for at cost, 
less its scrap value, if it proves satisfactory. 

125. If it does not stand the specified tests, it 
will be considered rejected material, and be solely 
at the cost of the contractor, unless he is not respon- 
sible for the design of the work. 

29 



450 COMPLETE SPECIFICATIONS. 



GENERAL DATA 

For bridge over at 

town of State of 

Length and general description : 



Skew, or angle of current with centre line of bridge 

Width of Roadway 

Number and width of Footwalks 

Class of Bridge floor (solid or planking, etc) . . 

Stringers 

Number of Street Car Tracks 

Location " " " " 

Dimensions of Bridge Seat and Piers, if built 

Distance Floor to High Water 

" " Low " 

Depth of Low Water 

" " Ordinary Stage 

Distance Top of Floor to Lowest Point of Steel 

Work, if fixed by local conditions 

Character of River Bottom 

Are Piles necessary for False Work ? 

Distance to be Hauled 

Name of nearest Railroad Station 

Remarks 



SPECIFICATIONS FOK STEEL HIGHWAY BBIDGES. 451 



TABLE I. 
UNIFORM LIVE LOAD FOR THE TRUSSES. 





CLASS A. 




CLASS B. 


Span 
in 


Pounds per 


Pounds per 


Span 


Pounds per 


Pounds per 
Square Foot 


Lineal Foot of each 


Square Foot 


in 


Lineal Foot of each 


feet 


Street Car Track 


of remaining 
Floor Surface 


feet 


Street Car Track 


of remaining 
FloorSurface 


UP TO 






UP TO 






lOO 


1800 


100 


100 


1800 


80 


105 


1770 


99 


105 


1770 


79 


no 


1740 


98 


no 


1740 


78 


115 


1710 


97 


115 


1710 


77 


120 


1680 


96 


120 


1680 


76 


125 


1650 


95 


125 


1650 


75 


130 


1620 


94 


130 


1620 


74 


135 


1590 


93 


135 


1590 


73 


140 


1560 


92 


140 


1560 


72 


145 


153^ 


91 


145 


1530 


71 


150 


1500 


90 


150 


1500 


70 


155 


1470 


89 


155 


1470 


69 


160 


1440 


88 


160 


1440 


68 


165 


1410 


87 


165 


1410 


67 


170 


1380 


86 


170 


1380 


66 


175 


1350 


85 


175 


1350 


65 


180 


1320 


84 


180 


1320 


64 


185 


1290 


83 


185 


1290 


63 


190 


1260 


82 


190 


1260 


62 


195 


1230 


81 


195 


1230 


61 


200 


1200 


80 


200 


1200 


60 


AND OVER 






AND OVER 







CLASS C. 



UP TO 












TOO 


1200 


80 


155 


1090 


69 


105 


II90 


79 


160 


1080 


68 


IIO 


II80 


78 


165 


1070 


67 


115 


1 170 


77 


170 


1060 


66 


120 


1160 


76 


175 


1050 


65 


125 


1 150 


75 


180 


1040 


64 


130 


II40 


74 


185 


1030 


63 


135 


II30 


73 


190 


1020 


62 


140 


II20 


72 


195 


lOIO 


61 


145 


mo 


71 


200 


1000 


60 


150 


1 100 


70 


AND OVER 







452 



COMPLETE SPECIFICATIONS. 



TABLE I. — (CONTINUED.) 
UNIFORM LIVE LOAD FQR THE TRUSSES. 



CLASS D. 


CLASS E 


CLASS Eg 


Span 

in 

feet 


Pounds per 

Square foot 

of Floor 

Surface 


Span 

in 

feet 


Pounds per 
Lineal Foot of 
each Car Track 


Span 

in 

feet 


Pounds per 
Lineal Foot of 
each Car Track 


VPTO 

75 


Bo 


UP TO 

100 


1800 


UP TO 

100 


1200 


80 

85 


79 

78 


IIO 


1770 
1740 


IIO 


1 190 

1 180 


90 
95 


77 
76 


"5 
120 


1710 
1680 


115 
120 


1 170 
I160 


100 


75 


125 


1650 


125 


II50 


105 


74 


130 


1620 


130 


1 140 


110 


73 


135 


1590 


135 


I130 


115 


72 


140 


1560 


140 


II20 


120 


71 


145 


1530 


145 


mo 


125 


70 


150 


1500 


150 


1 100 


130 
135 


69 
68 


155 
160 


1470 
1440 


155 
160 


1090 
1080 


140 
145 


67 
66 


165 
170 


T410 
1380 


165 
170 


1070 
1060 


150 
155 
160 

165 


65 
64 

63 
63 


175 
180 

185 
190 


1350 
1320 
1290 
1260 


175 
180 

185 
190 


1050 
1040 
1030 
1020 


170 


61 


195 


1230 


195 


lOIO 


175 


60 


200 


1200 


200 


1000 


180 


59 


AND OVER 




AND OVER 




185 
190 

195 


58 
57 
56 


















200 


55 










AND OVER 













SPECIFICATIONS FOR STEEL HIGHWAY BRIDGES. 453 



TABLE II. 

MAXIMUM MOMENTS M, END SHEARS S, AND FLOORBEAM REACTIONS R, 

PER STRINGER FOR A CONCENTRATED LOAD OF 24, 18, 12 

AND 6 TONS ON 2 AXLES lO FEET CENTRES. 





24 TONS 


18 TONS 


12 TONS 


6 TONS 






Road and Track 
















4-> 


Stringers of 














« 


u 


Class A 


Track 5 


Stringers 


Road Stringers 






V 


c 


Track Stringers 
of Class B 


of Class C 
Track Stringers 


of Class B 
Road Stringers 


Road Stringers 
of Class D 


c 


c 







of Class E2 


of Class C 






c 


C/3 


Track Stringers 
of Class El 


















S=R 


Min 


S=R 


M in 


S=R 


M in 


S=R 


M in 






in lbs. 


foot lbs. 


in lbs. 


foot lbs. 


in lbs. 


foot lbs. 


in lbs. 


foot lbs. 




10 


12000 


30000 


9000 


22500 


6000 


15000 


3000 


7500 


10 


II 


13000 


33000 


9800 


24800 


6500 


16500 


3300 


8300 


II 


12 


14000 


36000 


10500 


27000 


7000 


18000 


3500 


9000 


12 


13 


14800 


39000 


moo 


29300 


7400 


19500 


3700 


9800 


13 


14 


15400 


42000 


11600 


31500 


7700 


21000 


3900 


10500 


14 


15 


16000 


45000 


12000 


33800 


8000 


22500 


4000 


1 1300 


15 


16 


16500 


48000 


12400 


36000 


8300 


24000 


4100 


12000 


16 


17 


16900 


51000 


12700 


38300 


8500 


25500 


4200 


12800 


17 


18 


17300 


56300 


13000 


42300 


8700 


28200 


4300 


14000 


18 


19 


17700 


61900 


13300 


46500 


8800 


31000 


4400 


15500 


19 


20 


18000 


67500 


13500 


50600 


9000 


33800 


4500 


16900 


20 


21 


18300 


73100 


13700 


54900 


9100 


36600 


4600 


18300 


21 


22 


18500 


78800 


13900 


59000 


9300 


39400 


4600 


19700 


22 


23 


18800 


84500 


14100 


63400 


9400 


42300 


4700 


2IIOO 


23 


24 


19000 


90300 


14300 


67700 


9500 


45100 


4800 


22600 


24 


25 


19200 


96000 


14400 


72000! 


9600 


48000 


4800 


24000 


25 


26 


19400 


101800 


14500 


76300! 


9700 


50900 


4800 


25400 


26 


27 


19600 


107600 


14700 


80700 


9S00 


53«oo 


4900 


26900 


27 


28 


19700 


I 13400 


14800 


850001 


9900 


56700 


4900 


28300 


28 


29 


19900 


119200 


14900 


89400 


9900 


59600 


5000 


29800 


29 


30 


20000 


125000 


15000 


938001 


1 0000 


62500 


5000 


31300 


30 


31 


20100 


130800 


15100 


98100; 


lOIOO 


65400 


5000 


32700 


31 


32 


20300 


136700 


15200 


102500 


lOIOO 


68300 


5100 


34200 


32 


33 


20400 


142500 


15300 


106900 


10200 


71300 


5100 


35600 


33 


34 


20500 


148400 


15400 


I II 300 


10200 


74200 


5100 


37100 


34 


35 


20600 


154300 


15400 


115700 


10300 


77100 


5100 


38600 


35 


36 


20700 


160200 


15500 


I20I00 


10300 


80100 


5200 


40000 


36 


37 


20800 


166100 


1 5600 


124500; 


10400 


83000 


5200 


41500 


37 


38 


20S00 


172000 


15600 


129000 


10400 


86000 


5200 


43000 


38 


39 


20900 


177800 


15700 


133400 


10500 


88900 


5200 


44500 


39 


40 


21000 


183800 


15800 


137800 


10500 


91900 


5300 


45900 


40 



454 



COMPLETE SPECIFICATIONS. 



TABLE III. 

MAXIMUM END REACTIONS R OF FLOORBEAMS OF CLASSES E, AND E^ FOR 
SINGLE AND DOUBLE TRACK. 



SINGLE TRACK 



DOUBLE TRACK 



^\ 






F! 



i 



R' 



s ^_. 



M( 111 



*--J^-< 



.'5 







r' IN POUNDS. 




R" in POUNDS. 






Length 
in ft. 






Length 
in ft. 










Class El 


Class E2 


Class El 


Class E2 








24 Tons 


18 Tons 




24 Tons 


18 Tons 






lO 


12000 


9000 


10 


24000 


18000 






II 


1 3 TOO 


9800 


II 


26200 


19600 






12 


14000 


10500 


12 


28000 


21000 


^-N 




13 


14800 


moo 


13 


29600 


22200 


> 




14 


15400 


I1600 


14 


30800 


23200 


1 ? 


"^ 


15 


16000 


12000 


15 


32000 


24000 


►i i 


i6 


16500 


12400 


16 


33000 


24800 




3 


17 


16900 


12700 


17 


33800 


25400 


II 11 


J 


i8 


17300 


13000 


18 


34600 


26000 


19 


17700 


13300 


19 


35400 


26600 


20 


18000 


13500 


20 


36000 


27000 . 


: : 




21 


18300 


13700 


21 


36600 


27400 


HH C^ 


S 


22 


18500 


13900 


22 


37000 


27800 


4-> 


o 


23 


18S00 


14100 


23 


37600 


28200 


C3 

J * 


24 


19000 


14300 


24 


38000 


28600 


C 


6 

c4 


25 


19200 


14400 


25 


38400 


28800 


9i 
g 


0) 


26 


19400 


14500 


26 


38800 


29000 





27 


19600 


14700 


27 


39200 


29400 


S 


o 
O 


28 


19700 


14800 


28 


39400 


29600 


B 


E 


29 


19900 


14900 


29 


39800 


29S0O 






30 


20000 


15000 


30 


40000 


30000 


J2 

y. I 




31 


20100 


15100 


31 


44200 


30200 







32 


20300 


15200 


32 


40600 


30400 







33 


20400 


IS300 


33 


40800 


30600 


U^ 




34 


20500 


15400 


34 


41000 


30800 






■ 35 


20600 


15400 


35 


41200 


30800 






36 


20700 


15500 


36 


41400 


31000 






37 


20800 


15600 


37 


41600 


31200 






38 


20800 


15600 


38 


41600 


31200 






39 


20900 


15700 


39 


41800 


31400 






40 


21000 


15800 


40 


42000 


31600 





SPECIFICATIONS FOR STEEL HIGHWAY BEIDGES. 455 



vo 



s a 
°^ 

bfio 

iJ O 



XI ^ 









^X! 



00 M 



C» 00 



XI X) 



M M 

efl «> 

KH I 1 

On a^ 

I I 

VO r* 



X X 


XX 


XX* 


N M 


- o 


O CO 
■^ CO 


te CO 

1— I 1 — 1 


CO w 

I— ( 1 — 1 


1— 1 1 — 1 


b b 


M M 


M M 


VO n 


1 1 

VO O 


VO M 



X X 



M 

CO to 

l-H ^- 

I I 

VO rJ 



X X 



00 w 

M M 

aj no 
»— I I — I 

00 00 
I I 

VO M 



X X 



CO «> 



I I 



ON 

. I 
VO <^ 



X X 



n M 



o o 

•-■ l-l 
VO N 



X X 



M O 

eo N 

CO CO 



1^ l-l 
VO M 



,QX 



M 

CO w 
l-H I — I 

I I 



XI X> 



00 11 

l-l M 
CO CO 

>— I I — I 

00 00 
I I 



X X 



to to 

l-H I— I 

On'os 
I I 



X X> 



»0 lO 

O M 



O O 



X X 



•-. o 

CO M 
CO t« 



X X 



VO O 

M 

CO CO 

l-H I 1 

I I 



X X 



00 M 
CO to 

I— I I — I 

00 00 

I I 
»0 N 



X X 



M CO 
CO .<«. 



OS a^ 

I I 



X X 



VO lO 

N M 

CO to 



o o 



X X 



M O 

CO CS 



X X 



VO ON 

t-l 

to to 

l-H I 1 

I I 



X X 



00 l-l 

IH M 

CO to 
l-H I 1 

00 00 

I I 



X X 



M CO 

n l-l 

CO 50 



OS ON 
I I 



VO W-) 

CO to 



O O 

M M 
I I 



X X 



r-l\iH\ 

W o 
CO M 
to V> 



Th r^ 



X X 



VO ON 

(O to 

l-H I— ' 

I I 

CO N 

%*- 

M 

o 

-t-l 

b 



X X 



00 l-l 
l-l l-l 

to to 

l-H I 1 

00 00 

I I 

CO M 
00 

M 

o 

-*-l 
"lO 



X XI 



M CO 

N 1- 
CO to 



'u 



ON 

I 
CO f^ 



X X 



VO lO 

C^ M 

to to 



c^ 



ON 



o o 

TT 

CO W 



VO 

CI 



CO 



X X 



M O 

CO N 



O 
CO 



1^ 



X XJ 



C^ CO 

Tt- CO 



vO r< 



X -Q 



N CO 

T^ c/- 

to to 



I I 

VO 0) 



X X 



r» CO 
Tf CO 



X X3 



N CO 
rf CO 
to to 



Tt c^ 



X XI 



VO »0 



lO 

CO 



^ CO 


lO 

VO 


CO .to_ 


CO 



VO 
VO 



00 

M 

I 

00 



VO 
VO 



00 

M 

I 

00 



VO 
VO 



00 



VO 
VO 



00 



lO 
VO 



00 



1 



o 



CO 



30 



c 
c 



W) 

c 

o 
U 

u 

a> 
X) 

C 
3 

G 






456 



COMPLETE SPECIFICATIONS » 



TABLE V. 
PERMISSIBLE COMPRESSIVE STRAINS. 

p=:strain allowed in lbs. per sq. in.; l=length; r=least radius of gyra- 



Sof t steel ; p^ 



tion; (both in inches). 
15,000 



12 



Medium steel; p= 



17,000 



i3,50or^ 



ii.ooor-' 



1 

r 


Soft Steel 


MedSteel 


1 1 
r 


Soft Steel MedSteel 


1 

r 


Soft Steel Med Steel 


10 


14900 


16850 


50 


12660 


13850 


90 


9370 


9790 


12 


14840 


16780 


52 


12500 


13650 


92 


9220 


9610 


14 


14780 


16710 


54 


12340 


13440 


94 


9060 


9420 


16 


14720 


1 6610 


56 


I2L8o 


13230 


96 


8910 


9240 


18 


14650 


16510 


58 


I20I0 


13020 


98 


8760 


9080 


20 


14560 


16410 


60 


II 840 


I28IO 


100 


8610 


8910 


22 


14480 


16290 


62 


1 1 670 


12600 


102 


8470 


8740 


24 


14400 


1 61 50 


64 


1 1500 


12390 


104 


8320 


8570 


26 


14280 


16020 


66 


1 1340 


I2I80 


106 


8180 


8410 


28 


14180 


15870 


68 


1 1 140 


1 1970 


108 


8050 


8250 


30 


14070 


15710 


70 


IIOIO 


II760 


no 


7900 


8100 


32 


13940 


15550 


72 


10840 


II550 


H12 


7780 


7940 


34 


13810 


15380 


74 


10670 


1 1350 


114 


7640 


7790 


36 


13690 


15210 


76 


10500 


1 1 150 


n6 


7510 


7650 


38 


13550 


15030 


78 


10340 


10950 


118 


7380 


7500 


40 


13420 


14840 


80 


IOI80 


10750 


120 


7260 


7360 


42 


13270 


14650 


82 


lOOIO 


10550 


125 


6950 


7020 


44 


13120 


14460 


84 


9850 


10350 


130 


6660 


6700 


46 


12960 


14260 


86 


9690 


IOI60 


135 


6380 


6400 


48 


12820 


14060 


88 


9530 


9970 


140 


6120 


6110 



SPECIFICATIONS FOR STEEL HIGHWAY BRIDGES. 457 



TABLE VI. 
MAXIMUM BENDING MOMENTS ON PINS. 

With extreme Fibre Strains of 22000 pounds per square inch for Soft 
Steel, and 25000 pounds per square inch for Medium Steel. 



ft! • 




Moments 


IN InCH- 


c 




Moments 


IN InCH- 


is 


Area of 


Pounds. | 


£<«• 


Area of 


Pounds. 


°-g 


Pin in 








Pin in 






e^s 


Square 






. 
C C 


Square 






.2 c 


Inches. 


22000 lbs. 


25000 lbs. 


c>5 

•2 c 


Inches. 


22000 lbs. 


25000 lbs. 


Q""" 




per sq. in. 


per sq. in. 


Q-- 




per sq. in. 


per sq. in. 


2 


3.142 


17280 


19600 


6)^ 


33-183 


593100 


674000 


2^ 


3-547 


20730 


23600 


6% 


34472 


628000 


713700 


2M 


3 976 


24600 


28000 


6^ 


35 785 


664200 


754800 


2% 


4 430 


28900 


32900 


6i 


37.122 


701800 


797500 


23^ 


4.909 


33700 


38400 


7^ 


38.485 


740800 


841900 


2% 


5-412 


39000 


44400 


1% 


39-871 


781200 


887800 


2|^ 


5 -940 


44900 


51000 


^Y^ 


41.282 


823000 


935300 


23^ 


6.492 


51300 


58300 


n% 


42.718 


866300 


984500 


3 


7.069 


58300 


66300 


7M 


44' 179 


911200 


1035400 


3K 


7.670 


65900 


74900 


7% 


45-664 


957.';oo 


1088100 


3<^ 


8.296 


74100 


84300 


n% 


47-173 


1005300 


I 142500 


3.^8 


8.946 


83000 


94400 


7i 


48. 707 


1054800 


I 198700 


3K 


9.621 


92600 


105200 


8 


50.265 


II 05800 


1256600 


3% 


10.321 


102900 


II 6900 


8M 


51-849 


I 158500 


1316500 


3^ 


11.045 


I I 3900 


129400 


8M 


.53.456 


1212800 


1378200 


3% 


11-793 


125600 


142800 


8% 


55.088 


1268800 


I441800 


4 


12.566 


138200 


I 57 100 


sy^ 


56.745 


1326400 


1507300 


4M 


13-364 


151600 


172300 


m 


58.426 


1385800 


1574800 


4<^ 


14.186 


165800 


188400 


8^ 


60.132 


1446900 


1644200 


4% 


i.'^-033 


180800 


205500 


8t 


61.862 


I 509800 


171 5700 


4>^ 


15-904 


196800 


223700 


9 


63.617 


1574.S00 


1789200 


4% 


16.800 


213700 


242800 


9% 


65-397 


1641100 


1864800 


^% 


17.721 


231500 


263000 


914 


67.201 


1709400 


1942500 


4% 


18.665 


250200 


284000 


9% 


69.029 


1779600 


2022300 


5 


19-635 


270000 


306800 


9M 


70.882 


1851800 


2104300 


5>^ 


20 . 629 


290700 


330400 


9% 


72 . 760 


1925900 


2188500 


5^ 


21.648 


312500 


355200 


9% 


74.662 


2001900 


2274900 


5^ 


22.691 


335400 


381 100 


9i 


76.590 


2079900 


2363500 


53^ 


23-758 


359300 


408300 


10 


78.54 


2159900 


2454400 


5% 


24.850 


384400 


436800 


loM 


82.52 


2325900 


2643100 


5|^ 


25.967 


410600 


466600 


IO>^ 


86.59 


2500200 


2841200 


5% 


27.109 


438000 


497700 


loK 


90.76 


2683200 


3049100 


6 


28.274 


466500 


530200 


II 


95-03 


2874800 


3266800 


6>^ 


29-465 


496300 


564000 


IIK 


99.40 


3075400 


3494800 


^^ 


30 . 680 


527300 


599200 


II>^ 


103.87 


3284800 


3732800 


6>^ 


31-919 


559600 


635900 


12 


113. 10 


3732200 


4241200 



458 



COMPLETE SPECIFICATIONS. 





M 
























o 


O 














vo 


CO 




«:(o 










o 


vO 




H-. 










CO 

M 


O 












o 


o 














-<*■ 


VO 




H» 










00 

Hi 


ON 


















en 


























o 


o 


V 












"*- 


00 


Si 


CC|QO 










vO 


oo 


(J 

a 


H-^ 










LO 


r^ 












M 


M 


l-H 
























o 


o 


"T" 


V 










00 


■^ 


rt 


e^* 










^ 
"<*- 




£j3 










M 


'-' 


M 


«_ o 
















o£ 










o 


o 


o 


co'- 










Tf 


^ 


CO 


v u 


H«s 








CO 


M 


^^ 


[A l_ 

ii 3 


H-" 








l-l 


CO 


























O 


O 


o 


o 








o 


r» 


■<*■ 


w~. 


J= o 


icjao 






vO 


fO 


o 


!>. 


H a 






00 


O 


C4 


CO 


*j in 










M 


M 


M 


So. 






















o 





■ o 


O 








•<i- 


00 


"^ 


00 


<, 






t^ 


M 


CO 


CO 






t^ 


ON 


o 


C< 


Qo 












M 


M 


^^ 




















8 


(g 


a 


o 

CO - 


O 

o 


<; 


H« 




«j^ 


00 


cs 


vO 


o 


s 




LO 


VO 


00 


ON 


l-l 


13 














M 


> 




















O 


o 


o 


o 


o 


g 






M 


«s 


<N 


CO 


CO 




'^^S 




00 


o 


M 


'^ 


vO 


c4 




''h 


vO 


t^ 


00 


ON 


V 
















n 


















Q 


o 


o 


o 


o 


O 






QS 


fO 


o 


ON 


M 


to 




«|00 


Q 


M 


M 


M 


(N 


r^ 




fO 


"^ 


>^ 


vO 


t^ 


«0 




o 


o 


o 


vg 


o 


O 






00 


Ti- 


o 


cs 


00 




< 


1^ 


Tt- 


CO 


l-l 


O 


00 




N 


fO 


Th 


vo 


VO 


VO 




o 


O 





O 


O 


o 






vO 


lO 


'^ 


ro 


>-i 


o 




H-* 


O 


t^ 


T^ 


l-l 


00 


VO 




N 


c^ 


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SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 459 

185. General Specifications for Steel Railroad 
Bridges and Viaducts. The following specifications are 
those issued by the Pennsylvania Railroad in January, 1901. 
The author believes they embody the latest and best practice in 
the four important particulars, assumed live loads, methods of 
analysis, character of material, and workmanship. The engine 
live loads assumed correspond closely to Cooper's "E40" engine 
loading, followed by a train load of 5000 pounds per linear 
foot. The tables which immediately follow these specifications 
will be found of great service in designing bridges under these 
specifications. In this connection the following recommenda- 
tions of a committee of the American Railway Engineering and 
Maintenance of Way Association (1902) are important. 

First. That it is preferable for railroads to furnish detail 
plans of bridge work to bidders complete enough, at least, for 
a precise determination of the weight of the structure and for 
listing the mill orders by the successful bidder. If such draw- 
ings cannot be furnished, the alternative should preferably be 
full specifications, giving directions for the detail design of the 
structure, accompanied by a survey plan and all needed in- 
formation concerning the work; the bids in this case to be by 
the pound and not accompanied by a design, the detail plans 
to be made later by the railroad or contractor, as may be under- 
stood. 

Second. To invite a few parties (not always the same) 
to submit bids for the work. 

Third. When detail plans are furnished, to ask for a lump 
sum bid or a pound price, as may be preferred by the pur- 
chaser; but when a specification only is furnished, to invariably 
ask for a pound price. 

Fourth. To award contracts for as large groups of bridges 
as can be fully defined consistently with recommendation No. 
I, and when required by circumstances to anticipate future re- 
quirements if necessary to protect the interests of the railroad. 

Fifth. That the question of erecting the work by railroad 
forces or by contract should depend upon the custom, organiza- 
tion and equipment of each railroad concerned. 

SECTION I. GENERAL REQUIREMENTS. 

I. Rolled steel will be used in general for all Materials, 
structures. Wrought iron will be used for loop- 
welded rods. Cast steel will be used for wedges, 
gearing, couplings and other important details of 



460 



COMPLETE SPECIFICATIONS. 



Standard 
Designs. 



Guage of 
Track. 



Clear Cross- 
Section. Truss 
Bridges. 



drawbridge machinery. Cast iron will be used for 
minor details of drawbridge machinery, and for 
other work when expressly stipulated. 

2. Rolled-beam bridges and plate-girder 
bridges will in general conform to the Pennsylvania 
Railroad Com.pany's standard drawings. The Rail- 
road Company will furnish diagrams showing the 
general dimensions of all truss bridges and of such 
special girder spans as are not covered by standard 
drawings, 

3. Gauge of track is 4 feet SJ inches. Dis- 
tance from centre to centre of double track is 12 feet 
2 inches unless otherwise specified. 

4. A section as per accompanying diagram 
must be kept clear in single-track through bridges. 
Width to be proportionately increased for two or 
more tracks^ and for curved line. 




' loft.---* 



SECTION 2. — DATA FOR CALCULATION. 



Assumed 
Dimensions. 



5. As a basis for calculation assume the fol- 
lowing general dimensions:- — 
A — Length : — 

(i.) Trusses. — Distance from centre to 
centre of end pins. 



SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 461 

(2.) Riveted girders. — Distance from cen- 
tre to centre of bearings. 

(3.) Floor beams. — Distance from centre 
to centre of trusses. 

(4.) Track stringers. — Distance from cen- 
tre to centre of floor beams. 
B— Depth :— 

(i.) Pin-connected trusses. — Distance 

from centre to centre of chord pins. 

(2.) Riveted trusses. — Distance between 
centres of gravity of chords. 

(3.) Riveted girders. — Distance between 
centres of gravity of flanges, or dis- 
tance from back to back of flange 
angles if the latter dimension is the 
smaller of the two. 

6. In estimating the dead load the weight of ^^g^J^^ 
timber shall be taken at 4-J pounds per foot B. M. 

7. The dead load shall be assumed as uni- Dead Load, 
formly distributed and made up of: — 

(i.) The net suspended weight of metal 

in the trusses and bracing. 
(2.) The weight of the metal floor sys- 
tem (if any.) 
(3.) The weight of the wooden cross-ties 

or floor beams. 
(4.) 160 pounds per lineal foot of track, 
covering the weight of rails, splices, 
guard rails, &c. 
The above items of dead load to be properly 
distributed between the panel points of the loaded 
and the unloaded chords. 

8. In addition to the dead load, bridges shall Live Load, 
be designed to carry on each track a moving load 
consisting of two coupled "Consolidation" engines, 

as shown in the following diagram, followed by a 
uniformly distributed train load of 5000 pounds per 



I f 



L J L I rr*f 



462 



COMPLETE SPECIFICATIONS. 



lineal foot of track ; the moving load to be so placed 
as to produce the greatest stress in each member 
of the structure.* 

Note.— For all track stringers and floor beams, 
and for plate-girder spans not exceeding 110 feet 
in length, the maxirQum calculated stresses due 
to live load are given in Table A. 



Wind Loads. 



9. The wind pressure shall be assumed, acting 
horizontally in either direction: — 

(i.) At 30 pounds per square foot on the 
exposed surface of all trusses and 
the floor as seen in elevation, and on 
the side of a train 10 feet high, be- 
ginning at 2^ feet above the base of 
rail and moving across the bp.idge. 

(2.) At 50 pounds per square foot on all 
exposed surfaces of the unloaded 
structure. 
The greater calculated stress will be used in 
proportioning the wind bracing. 

10. For determining the requisite anchorage 
for the loaded structure the train shall be assumed 
to weigh 800 pounds per lineal foot. 

Longitudinal jj Yov longitudiual braciusf of trestle towers 

Bracing of * • m . .1 1 1 ^ 

Trestle Towers and Similar structurcs, the momentum produced by 
Sentum^o^°' Suddenly stopping the train shall be considered; the 
Train. Coefficient of friction of wheels sliding upon rails 

being assumed as 0.2. 
Stresses Due to 12. When the Structure is on a curve the effect 

Force. "^^ duc to the Centrifugal force of as many trains as 

there are tracks shall be provided for (see Table G). 



Anchorage. 



Strain Sheet. 



SECTION 3. — DETERMINATION OF SECTIONS. 

13. The calculation of stresses produced by 
the above-mentioned live and dead loads will determ- 
ine the following values for each member: — 

M = Maximum calculated stress in mem- 
ber (compress or tension), 
m = (i). Minimum calculated stress in 
members subjected to one kind of 
stress only (all compression or ^11 
tension); or (2), maximum calcu- 

*This corresponds closely with Cooper's '*E40" loading, except that we have here a 
train load of 5,000 lbs. per lin. ft., where Cooper has for this case 4,000 lbs. 



A 



SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 463 

lated stress of lesser kind, in mem- 
bers subjected to reversal of stress. 

Note. — Minimum stress is understood to mean the abso- 
lute minimum; i. e., in a main diagonal or post of a simple 
span "m" equals the calculated dead-load stress minus the 
maximum calculated counter stress due to live load. 

M 



14. The maximum calculated stress (M) in 
each member shall be multiplied by the coefficient 
(i-}-k),and the resultant quantity, M (i-j-k), shall 
be regarded as the equivalent static stress in the 
member. (For the value of k see Tables B and C.) 

15. All members shall be so proportioned that 
the stress, M(i-l-k), shall not cause the tensile unit 
stress to exceed 15,000 pounds, nor the compressive 
unit stress to exceed 15,000 pounds properly re- 
duced in accordance with Clause 16. 

16. For compression members, the unit stress 
of 15,000 pounds per square inch shall be reduced 
in proportion to the ratio of the length to the least 
radius of gyration of the section, by the following 
formula : — 



Stress Incre- 
ment Due to 
Impact, &c. 



Permissible 
Tensile Unit 
Stress. 



Permissible 
Compressive 
Unit Stress. 



15,000 



+ ■ 



12 



i3,500r^ 



C p=:permissible working stress per square inch 
I in compression. 

Where <| l=length of piece in inches between centres 
of connections. 
r= least radius of gyration of section in inches. 
(See Table D.) 



Section of 
Hip -Verticals 
and Hangers. 



1 7. The net section of the long hip-verticals 
of through bridges shall be 25 per cent, in excess 
of the above requirements (see Clause No. 15), all 
details of these members being correspondingly 
strengthened. Short floor-beam hangers will be re- 
quired to have 50 per cent, excess of strength. 

18. The same limiting unit stresses shall also 
be used for members strained by wind pressure or Bracing, 
momentum of moving train, the stress increment 
being neglected in these cases. 



Unit Stresses 
for Wind 



464 COMPLETE SPECIFICATIONS. 

streU°Due°to ^9' '^^^ stress due to centrifugal force shall 

Centrifugal be regarded as live load, and, when necessary, addi- 
tions shall be made to the sections of truss chords or 
girder flanges until the unit stress does not exceed 
1 7,000 pounds in tension nor 1 7,000 pounds, prop- 
erly reduced, in compression. 

In lateral bracing the stress due to centrifugal 
force shall be increased 50 per cent, and the unit 
stresses provided for in Clause 18 shall be used. 

In the case of deck structures, when the curva- 
ture exceeds six degrees, the lower lateral bracing 
shall be designed to carry half the stress due to cen- 
trifugal force, and properly designed sway bracing 
shall be introduced to transfer the stress from the 
upper to the lower system. 
LimUing Value 20. No compression member shall have a 
o^ — • length exceeding 100 times its least radius of gyra- 

tion, excepting wind bracing, in which the length 
may be 120 times the least radius of gyration. 

tkmRlqSh-ed^' ^^' ^^ ^^^^ ^^^ maximum stresses in chords of 
by Wind bridges, or posts of trestle towers, due to wind and 

' ■ momentum of train, added to the maximum stresses 
from vertical loading and centrifugal force, prop- 
erly increased, shall exceed 19,000 pounds per square 
inch (properly reduced for buckling in the case of 
compression members), additions must be made to 
the sections until this limit is not exceeded, 
^treir^^ °^ 22. Should the stresses be reversed in any pos- 

sible case, proper allowance must be made for such 
reversal. 
Moment Due to 23. When the floor system rests directly on a 
on°TopCfaords coutinuous top chord, the latter must be so propor- 
tioned that the algebraic sum of the stresses per 
square inch in the outer fibres, resulting from the 
direct compression, and three-fourths of the maxi- 
mum bending moment (the chord being considered 
as a beam of one panel length, supported at the 
ends), shall not exceed the before-mentioned limit- 
ing stress in compression, the proper increment 
being added to each kind of loading. The bending 
moment at panel points shall be assumed equal but 
opposite in direction to that at mid-panel. 
General Treat- 24. All Other members which are subjected to 

ment of Secon- ,,.~ . ii-. i- 

dary Stresses bending moment in addition to direct stress are to 
_^ueto end- ^^ similarly treated. 



SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 465 



25. To insure the stability of bridges under 
increased live loads, a live load shall be assumed 100 
per cent, greater than that previously provided for 
in this specification. If the resultant stress, M 
( I -fk), produces a stress per square inch in any 
member more than twice the permissible unit stress 
previously specified, additions must be made to the 
sections until that limit is not exceeded. Counters, 
having in no case less than one and one-half square 
inches of section, must be provided where required 
by the increased live load; and in case of reversal 
of stress the member must be properly designed to 
resist such reversal. 

26. Pins and bolts are to be so proportioned 
that the maximum stress in the extreme fibres due 
to bending moment shall not exceed 22,000 pounds 
per square inch for soft steel, nor 25,000 pounds per 
square inch for pin steel, the centres of bearings of 
the members connected by the pin or bolt being 
taken as points of application of bending strains. 

27. The bearing pressure of pins, bolts or 
rivets upon the projected semi-intrados (diameter x 
thickness) of the hole, shall not exceed 26,000 
pounds per square inch for rivets, nor 22,000 pounds 
per square inch for pins and bolts. 

28. The shearing stress per square inch of sec- 
tion on rivets, bolts or pins shall not exceed 11,000 
pounds for soft steel, nor 12,000 pounds for pin 
steel. 

29. Net sections must be used in all cases in 
proportioning tension members, and in deducthig 
rivet holes they shall be taken -| of an inch larger in 
diameter than the nominal size of the rivets. 

30. In the field-riveted connections of track 
stringers and floor beams, the number of rivets de- 
termined by the foregoing rules must be increased 
33 i"3 P^i" cent, in all cases. In all other field- 
riveted joints a 25 per cent, excess of rivets will be 
required if hand driven and a 10 per cent, excess if 
satisfactory power riveters are used. 

31. Rivets with countersunk heads shall be as- 
sumed to have three-fourths the value of correspond- 
ing rivets with full heads. 

32. Riveted tension members shall have a sec- 
tion through the pin-hole 25 per cent, in excess of 
the net section of the body of the member. The 



Stability 
Under In- 
creased Live 
Loads. 



Bending 
Moment in 
Pins and 
Bolts. 



Bearing 
Pressures, 
Pins and 
Rivets. 



Shear in 
Rivets, Pins 
and Bolts. 



Net Sections. 

Tension 

Members. 



Field-Riv- 
eted Con- 
nections. 



Value of 

Countersunk 

Rivets. 



Riveted Ten- 
sion Members 
and Section at 
Pin-Holes. 



466 



, COMPLETE SPECIFICATIONS. 



Same Gross 
Section in Both 
Flanges of 
Plate Girders. 



Shear in Web 
Rivets. 
Plate Girders. 



Extra Rivets. 
Top Flanges of 
Plate Girders. 



Thickness of 
Web Plates. 



Rolled Beams 
and Channels 
as Girders. 



Minimum 
Sections. 



section back of the pin-hole shall be at least 75 per 
cent, of the section through the pin-hole. 

33. No allowance shall in general be made for 
the web as resisting any of the bending moment in 
plate girders. The compression flange shall have 
the same gross sectional area as the tension flange. 
The unsupported length of the compression flange 
shall not exceed twelve times its width. 

34. In calculating the shearing stresses and 
bearing stresses in the web rivets of plate girders, 
the whole of the shear, with its proper increment, 
acting on the side of the panel next the abutment is 
to be considered as transferred into the flange angles 
in a distance equal to the depth of the girder. 

35. In the case of the rivets connecting the 
upper flange angles with the web in deck girders 
carrying the floor directly on the top flanges, allow- 
ance must be made for the concentrated load of a 
12^ ton driver, which shall be considered as distri- 
buted over three ties. 

36. The thickness of web plates shall be such 
that the maximum calculated shear, with its proper 
increment, shall not cause the shearing stress per 
square inch of net section of the web to exceed 
13,000 pounds; but no web plate shall be less than 
f of an inch in thickness. 

37. Rolled beams and channels subjected to 
bending stresses shall be so proportioned that the 
stress per square inch in the outer fibers, deduced 
from the calculated bending moment (with its proper 
increment) and the moment of inertia of the sec- 
tion, shall not be more than 14,000 pounds. The 
unsupported length of the top flanges of such beams 
and channels shall in no case be greater than twelve 
times the flange width. 

38. For main members and their connections 
no material shall be used of less thickness than f 
of an inch ; and for laterals and their connections no 
material shall be used of less thickness than 5-16 of 
an inch. Material of less thickness will be permitted 
only for lining or filling vacant spaces. 

No material used in compression shall have an 
unsupported width of more than fifty times its thick- 
ness. 

No lateral or sway rod shall be used having 
less than one square inch of section. 



SPECIFICATIONS FOB STEEL BAILKOAD BRIDGES. 467 
SECTION 4. — DETAILS OF CONSTRUCTION. 

A. — Wooden Floor System. 

39. Cross-ties shall be of white oak spaced not Cross-Ties, 
more than six inches apart in the clear; and, in the 

case of all deck and half-through girder spans, and 
of through truss spans having steel floor stringers, 
the size of ties and all details of floor construction 
shall be as shown on standard plans. 

40. In the case of deck bridges with wooden pioor Beams 
floor beams, when the distance between centres of ^nOeck 
trusses exceeds 6 feet, the floor beams shall be pro- 
portioned for a bending moment produced by the 

weight of a pair of 25,000 pound drivers distributed 
equally over three floor beams, the extreme fibre 
stress in the floor beams not exceeding 1000 pounds 
per square inch. 

41. When the track is curved the outer rail is R^jon^^**^ 
to be elevated as may be required, by cutting the Curves, 
cross-ties or floor beams with the proper bevel. 

42. Guard rails of long-leaved southern pine Q^y°j[J^*^R jj^ 
or white pine, 6 by 8 inches in size, are to be placed 
outside of each track rail as shown on the standard 

floor plans; to be notched i|- inches over the cross- 
ties, and bolted down at every fourth tie and at 
splices with f-inch bolts. The guard rails are to 
be spliced over ties with half-and-half joints of 6 
inches lap. 

B. — General Details of Metal Work, 

43. Adjustable members shall preferably be MtSbers^*^ 
avoided, except in the case of counters of truss 
bridges. 

44. All through spans shall have portals at Bradig. 
each end, connected rigidly to end posts. They shall 

be as deep as the specified head room will allow, 
and provision shall be made in the end posts to re- 
sist the bending strain produced by the wind pres- 
sure. 

45. Deck bridges shall have diagonal sway I^^^J^ 
bracing at each panel, of sufficient strength to carry 

half the maximum stress increment due to wind 
and centrifugal force. 

46. Pony trusses and half-through girders Knee Braces, 
shall be provided with knee braces or gussets at 



468 



COMPLETE SPECIFICATIONS. 



Expansion 
Rollers. 



Sliding 
Bearings. 

Stiff Lower 
Chord and Hip 
Verticals. 



Assumed 

Temperature 

Variation. 



Pressure on 
Masonry. 



Symmetrical 
Sections. 



Camber. 



Connections 
for Wind 
Bracing. 



each floor beam or strut, and at the end if practicable. 

47. All bridges 80 feet or more in length shall 
have at one end nests of turned friction rollers run- 
ning between planed surfaces. Rollers shall be not 
less than 3 inches in diameter, and the pressure per 
lineal inch of roller, including the proper increment, 
shall not exceed 1200 \^~d~ (d = diameter of rollers 
in inches). 

48. Bridges less than 80 feet in length shall be 
free to move at one end on planed surfaces. 

49. Single track bridges shall have the lower 
chord end panels stiffened, whether the end posts 
are vertical or inclined; and all through spans shall 
have stiff hip-verticals. 

50. Provision shall be made for a free expan- 
sion and contraction of the completed structure cor- 
responding to a variation of temperature of 150 de- 
grees Fahrenheit. 

51. Bed plates shall be so proportioned that 
the pressure upon masonry, including the proper in- 
crement, shall not exceed 400 pounds per square 
inch. 

52. All sections shall preferably be made sym- 
metrical and the pins placed in the line of the neu- 
tral axis. 

53. All truss bridges w^th parallel chords shall 
be cambered by making the top chord longer than 
the bottom chord, in the proportion of -J inch for 
each 10 feet of length. 

54. In every case the connections between the 
wind bracing and the chords must be of greater 
strength than the wind bracing itself, and so de- 
signed as to avoid as far as possible inducing bend- 
ing moments in any members of the structure; and 
such connections must be capable of transferring the 
longitudinal components of the wind stresses into 
the main truss chords in a direct and satisfactory 
manner, or a separate chord must be used for the 
lateral system. 



C. — Riveted Work. 



piat^^rdcrs. 55* ^^^ plates of girders must be spliced at 

all joints with a plate on each side of the web, capa- 
ble of transmitting the full shearing stress through 
the splice rivets. 



SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 469 



56. In members subject to compression, rivets 
shall be so spaced that they shall not be farther apart 
in the direction of the stress than 16 times the thick- 
ness of the thinnest external plate connected, and not 
more than 50 times that thickness at right angles to 
the direction of stress. 

57. At the ends of compression members the 
pitch shall not exceed 4 diameters of the rivet, for a 
distance equal to twice the greatest width of the 
member. 

58. All joints in riveted work, whether in ten- 
sion or compression members, must be fully spliced. 

59. The distance from the edge of any piece to 
the centre af a rivet hole must be not less than i-| 
times the diameter of the rivet, nor exceed 8 times 
the thickness of the plate; and the distance between 
centres of rivet holes shall not be less than 3 diame- 
ters of the rivet. 

60. All segments of compression members 
connected by lacing only shall have tie plates placed 
as near the ends as practicable. The tie plates shall 
have a length not less than the greatest width of the 
member, and a thickness not less than one-fortieth 
of the distance between the lines of connecting 
rivets, measured at right angles to the length of the 
member. 

61. Single lattice bars shall have a thickness of 
not less than 1-40 and double bars connected by a 
rivet at the intersection of not less than 1-60 of the 
distance between their rivets connecting them to the 
member ; and their width shall be : — 

For i5-inch channels, or built "j 

sections with 3^- or 4-inch > 2^ inches (^-inch rivets). 

angles J 

For 12- and lo-inch channels,^ 

or built sections with 3-inch \-2\ inches (f-inch rivets.) 

angles J 

For 9- and 8-inch channels, ^ 

or built sections v^fith 2^-inch 1 2 inches (f-inch rivets.) 

angles J 

The distance between connections of the lattice 
bars shall not exceed 8 times the least width of the 
segments connected. 

62. All pin-holes shall be reinforced with addi- 
tional material when necessary, so that the permis- 
sible pressure on pins shall not be exceeded. These 



Rivet 
Spacing. 
Compression 
Members. 



Rivet Pitch 
at Ends of 
Compression 
Members. 



Splices. 



Limiting 
Pitch of 
Rivets, Dis- 
tance from 
Edge of 
Plate, &c. 



Tie-Plates. 



Lattice Bars. 



Pin Plates. 



470 



COMPLETE SPECIFICATIONS. 



Wide Girder 
Flanges Re- 
qniriiig4 Rows 
of Rivets. 



Length of 
Cover Plates. 
Plate Girders. 



Webb Stiffen- 
ers. Plate 
Girders. 



reinforcing plates must contain enough rivets to 
transfer the proportion of pressure which comes 
upon them in accordance with the previously stated 
rules for proportioning rivets. 

63. Flanges of plate girders running over 14 
inches in width, or projecting more than 3 inches 
beyond the edge of flange angles, shall have at least 
four lines of rivets. 

64. In all plate girders having cover plates, at 
least one plate on each flange shall extend from end 
to end of the same, and, in general, cover plates shall 
be made of such lengths as to allow of at least two 
rows of rivets of the regular pitch being placed at 
each end of the plate, in addition to those theoreti- 
cally required. 

65. The webs of plate girders shall have stiflF- 
eners riveted on both sides, with a close bearing 
against upper and lower flange angles, at the ends 
and inner edges of bearing plates, and at all points 
of local and concentrated loads: and also when the 
thickness of web is less than 1-60 of the unsupported 
distance between flange angles, at points throughout 
the length of the girder, generally not farther apart 
than the depth of the full web plate, with a maxi- 
mum limit of 5 feet. 



SECTION 5. — MATERIALS. 

A.— Rolled Steel. 



Character of 
Rolled Steel. 



Phosphorus 
Limit. Acid, 
Open-Hearth 
Steel. 

Phosphorus 
Limit. Basic 
Open-Hearth 

Steel. 

Surface 
Requirements. 



1. In general, soft steel will be used in all 
parts of the work. For pins, lateral bolts and ex- 
pansion rollers, however, medium steel will be used. 
All steel must be made by the open-hearth process, 
and may be either basic or acid, at the discretion of 
the Chief Engineer. 

2. If made in an acid furnace, the maximum 
allowable amount of phosphorus in the finished pro- 
duct shall be six-hundredths of one per cent. 

3. If. made in a basic furnace, the maximum 
allowable amount of phosphorus in the finished pro- 
duct shall be four-hundredths of one per cent. 

4. The finished product shall be perfect in all 
parts and free from irregularities and surface imper- 
fections of all kinds. All steel must be free from 
piping. 



SPECIFICATIONS FOR STEEL EAILROAD BRIDGES. 471 



5. No difference of more than two and one- Excesfof'^ 
half per cent, from the section shown on the plans weight, 
will be permitted, except in the case of extra wide 

plates. 

6. Every finished plate, bar or angle shall be pinfthed 
plainly stamped on one side, near the middle, with a Pieces, 
number identifying the melt. Steel for pins shall 

have the melt numbers stamped on the end. Rivet 
steel and small pieces, not forming part of the calcu- 
lated section of members, may be shipped in bundles 
wired toeether, with the melt number on a metal 



tag attached. 



B. — Cast Steel. 



7. Cast steel shall be made in an open-hearth Generaf^'" 
furnace, and shall fulfill the following requirements : Annealing of 

{a) All steel castings shall be annealed. fn^s^^^^^' 

{h) Every steel casting shall be made with a Tests of steei 
coupon for testing, which coupon shall be cut oft* Castings, 
after annealing, and the test shall be made from a 
f-inch round cut from the coupon. The test piece 
shall show an ultimate strength of at least 65,000 
pounds, an elastic limit of not less than 33,000 
pounds, an elongation of at least 15 per cent, in two 
inches, and a reduction of area of 20 per cent, at the 
point of fracture. 

{c) When the bearing surface of any steel st'e"e"i'calf-°* 
casting is finished, there shall be no blow-hole visible i"gs. 
exceeding one inch in either dimension, nor exceed- 
ing one-half a square inch in area. The length of 
blow-holes cut by any straight line laid in any direc- 
tion shall never exceed one inch in any one foot. 

C. — General Tests. 

8. A sample bar not more than two inches Sample Bar. 
wide, and having a sectional area of not less than 
one-half a square inch, shall be cut from the finished 
product of every melt. When taken from metal 

more than two inches thick, the sample may be a 
turned, round bar. The laboratory tests shall be 
made on this sample bar in its natural state, without 
annealing. 

9. When a melt is rolled into several varieties Varieties of 
of material, each variety shall be separately tested. be^tested.° 
A variety shall consist of one of the following 

shapes : Sheared Plates, Universal Mill Plates, 
31 , 



472 



COMPLETE SPECIFICATIONS. 



Measured 
Length of 8 
Inches for 
Elongation 
Test. 
Bending Test. 



Drifting Test. 



Ultimate 
Strength, Elas- 
tic Limit, &c. 



Beams, Angles, Channels, Z Bars, Flats, Rounds, 
Pin Steel, Eye-bar Steel. 

10. In the laboratory tests, measurements to 
determine elongation shall be made on an original 
length of eight inches. 

11. A piece of each sample bar shall be bent 
cold i8o degrees, and closed up against itself. In 
the case of "pin steel" the test shall be considered 
satisfactory if no crack nor flaw appear on the out- 
side of the bent portion until the diameter of the cir- 
cle around which the specimen is bent has become 
less than the thickness of the sample bar. Samples 
of "soft steel" will be further required to close upon 
themselves without developing any crack or flaw on 
the outside of the bent portion before the test shall 
be considered satisfactory. 

12. The ductilit}^ of the metal must be such 
that a punched hole f inch in diameter, the center of 
which is not more than one and one-half inches 
from the sheared or rolled edge of the piece, may be 
enlarged by drifting to a diameter 50 per cent, 
greater than the original hole without cracking the 
specimen at any point. 

13. The sample bar shall be tested in a lever 
machine, and shall fulfill the following require- 
ments : 



Pin Steel . . . 
Soft Steel 
Rivet Steel. 



Ultimate 
Strength. 



62.000 to 70.000 lbs. 
52.000 to 62.000 lbs. 
48.000 to 56.000 lbs. 



Elastic 
Limit. 



33,000 lbs. 
28,000 lbs. 
28,000 lbs. 



Elonga- 
tion. 



17 per ct. 
25 per ct. 
28 per ct. 



Reduction 
of Area. 



40 per ct. 
50 per ct. 
56 per ct. 



Fracture. 

Minimum 
Limits. 



Duplicate 
Tests, When 
Allowed. 



Chemical 
Analyses. 



14. The entire fracture shall be silky. 

15. The requirements for Elastic Limit,. Elon- 
gation and Reduction of Area are minima, and no 
steel will be accepted which fails to meet these re- 
quirements, except as provided in Clause 16. 

16. Duplicate tests may be made when the 
s.ample tested fulfills five or the six requirements. If 
the second test and also the average of both tests 
meet all the requirements the melt may be accepted. 

1 7. Analyses shall be made showing the amount 
of phosphorus, carbon, sulphur, silicon and man- 
ganese whenever required, the drillings for these 
analyses being taken directly from the finished ma- 
terial. 



SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 473 



D. — Full-Sized Eye-bar Tests. 

1 8. The eye-bars required for full-sized tests 
and those required for the structure shall be made 
at one time, The test bars shall be selected by the 
inspector and must be fair average specimens of 
those which would be classed as good bars, accept- 
able for the work. No bar which is known to be 
defective in any way shall be selected for testing. 

19. The test bars shall show an elastic limit of 
not less than 27,ooo pounds and an ultimate strength 
of not less than 48,000 pounds per square inch of 
section. 

20. The test bars will be required to develop 
an average stretch of 16 per cent, and a minimum 
stretch of 14 per cent, before breaking. The elon- 
gation to be measured on a gauged length of 10 feet, 
including the fracture. 

21. The specified elongations are minima, and 
a failure in these requirements will be sufficient 
cause for condemning the bars represented by the 
test. 

22. In general, bars will be required to break 
in the body. When a bar breaks in the head, but 
develops 14 per cent, elongation before breaking, a 
second bar shall be selected from the same lot. If 
this bar breaks in the body and the average elonga- 
tion of the two bars is not less than 16 per cent., the 
bars of this lot may be accepted. 

23. If more than one-third of all the bars tested 
break in the head, this shall be deemed sufficient 
cause for the rejection of the entire bill of eye-bars. 



Selection of 
Eye-Bars for 
Test. 



Elastic Limit 
and Ultimate 
Strength of 
Test Bars. 



Elongation of 
Test Bars. 



Minimum 
Limit of 
Elongation. 



Location of 
Fractures. 



Condemna- 
tion if Bars 
Break in 
Head. 



SECTION 6. WORKMANSHIP. 



24. All workmanship must be of the best kind ^"^Ij^'^"^. 
now in use. Where there is anv uncertainty as to ship in 
the quality of the work required by the plans or ^"^"^^ " 
specifications, it shall be the duty of the inspector to 
require the best class of work which any interpreta- 
tion would admit of. 

25. All plates, angles and shapes shall, when liSifSr"'"^ 
necessary, be carefully straightened at the shop be- 
fore assembling. 

26. The nominal size of rivets shown on the |':\^g°g 
plans shall be understood to be the actual size of the 

cold rivet before heating. 



474 



COMPLETE SPECIFICATIONS. 



fnch Verier "^^ ^7. The diameter of the finished rivet hole shall 
than Cold be not Hiore than one-sixteenth of an inch g^reater 

Rivet 1 • 

than the diameter of the cold rivet, and shall always 
be of such size that the hot rivet shall not drop freely 
into the hole, but shall require a slight pressure to 
force it in. 

28. Soft steel up to a thickness of f inch may 
be punched without subsequent reaming. Soft steel 
of greater thickness than f inch must be punched 
with holes -J inch less in diameter than the size of the 
rivets shown on the drawings, and the holes then 
reamed to the proper size. 

29. All reaming of rivet holes must be done 
after the various pieces have been punched and as- 
sembled. After reaming, every hole shall be entirely 
smooth, showing that the reaming tool has every- 
where touched the metal. 

30. Before assembling, the several pieces shall 
be cleaned. The surfaces in contact shall then be 
painted with one heavy coat of red-lead paint, and 
the parts assembled while the paint is fresh, and then 
reamed and riveted up. 

31. All abutting surfaces of compression memi- 
bers (except the flanges of plate girders) shall be 
carefully faced so as to have even bearings after they 
are riveted up complete. Abutting members fitted 
with splice plates must be brought into close and 
forcible contact, and the rivet holes reamed in posi- 
tion before leaving the works ; the splice plates being- 
marked so as to go in the same position in erecting. 

32. Compression members must be straight 
and free from kinks or buckles in the finished piece. 

33. All bearing surfaces shall be truly faced. 

34. The web stifTeners of plate girders shall in 
to Bear. ^11 cascs liave a close bearing against the flange 



Reaming all 
Holes When 
Material Ex- 
ceeds 5-8 Inch 
in Thickness. 



Reaming Must 
be Done After 
Assembling. 



Cleaning and 
Painting Con- 
tact Surfaces. 



Abutting Sur- 
faces to be 
Faced. 



Compression 
Members to be 
Straight. 
Facing Bearing 
Surfaces. 
Web Stiffeners 



angles. 



be 



Flange Angles or 'pbc flaup^c auHes of stringfcrs must 

of Stringers "-^"^ . . 

Must be Square square and straight. The outside edges of the top 
and Straight, ^^gigs carrying the cross-ties must never be above a 
true plane, and not more than 1-16 inch below a true 
plane coincident with the roots of the angles. 

^f s'^r'iJTIrf"^^ 3^- ^^^ ^^^^ °^ ^^^ stringers and floor beams 

and Floor shall bc squared in a facer. The header angles of 
stringers and floor beams shall be perfectly square 
and so accurately fitted that w^hen the ends of the 
stringers and floor beams are faced to the figured 
length, the amount of metal removed shall not reduce 



Beams. 



SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 475 



the thickness at the roots of the header angles by 
more than 1-16 inch while securing a true surface 
for the whole width of the connection, 

37. In all fields connections, except for lateral 
and sway bracing, the various parts to be riveted to- 
gether shall be assembled in the shop, and all open 
holes shall be reamed out while the parts are so as- 
sembled; or an iron templet at least one inch thick 
shall be made and all parts reamed to fit this templet. 

38. All rivets, whether driven by power or by 
liand, shall be regular in shape, with hemispherical 
heads (conformable in shape and size to the standard 
templets of the Pennsylvania Railroad Company) 
concentric with the axes, absolutely tight, and shall 
completely fill the holes. Tightening by caulking or 
recupping will not be allowed. 

39. After the working i's completed, eye-bars 
shall be annealed in a suitable annealing furnace by 
heating them to a uniform dark-red heat and allow- 
ing them to cool slowly. 

40. The thickness of the heads of eye-bars 
shall not be more than 1-16 inch greater than the 
thickness of the bar; the form of the heads to be de- 
termined by the dies in use at the works where the 
bars are made, provided that the heads shall be of 
sufficient strength to break the body of the bar. 

41. Eye-bars shall be bored truly and at exact 
distances; the pin-holes to be in the axis of the bar 
and exactly at right angles to the planes of the flat 
surfaces. 

42. When all the bars of the same panel are 
piled together, it shall be possible to pass the pins 
through both pin-holes at the same time without 

Every bar shall be tested for this require- 



Pins up to 7 inches in diameter shall be 



driving 
ment. 

43- 
rolled. 

44. All pin-holes in riveted members shall be 
bored or drilled after all other work is completed. 
They shall be bored parallel with each other and at 
right angles to the axis of the member, and no varia- 
tion of more than 1-32 inch will be allowed in the 
length between centres of pin-holes. 

45. All pin-holes shall be bored with a sharp 
tool making a clean, smooth cut. Roughness in pin- 
holes will be sufficient reason for rejecting a whole 
member. 



Field Connec- 
tions to be 
Shop-Fitted. 



Shape of 

Rivet-Heads, 

&c. 



Annealing 
Eye -Bars. 



Heads of 
Eye-Bars. 



Boring Eyes 
in Eye-Bars. 



Test for 
Length of 
Eye-Bars. 



Pins to be 
Rolled. 

Pin-Holes in 

Riveted 

Members. 



Smoothness 
of Finish. 
Pin-Holes. 



476 



COMPLETE SPECIFICATIONS. 



Play in Pin- 
Holes. 

Shop Measure- 
ment Between 
Pin-Holes. 



Finished Size 
of Pins. 

Cleaning and 
Oiling all Ma- 
terial Before 
Shipment. 



Painting Inac- 
cessible Sur- 
faces. 



Treatment of 

Machined 

Surfaces. 



Specifications 
Binding on 
Sub-Con- 
tractors. 



Use Figured 
Dimensions. 
No Alterations 
Unless Author- 
ized. 



46. All pin-holes shall be bored to fit the pins 
with a play not exceeding 1-32 inch. 

47. Shop measurements shall be made between 
the bearing edges of tension or compression mem- 
bers, with a proper allowance for the diameter of the 
pin. An iron standard of the same temperature as 
the piece measured shall always be used. 

48. All pins shall be accurately turned to a 
gauge, and shall be of full size throughout. 

49. In general, all material shall be cleaned, 
and if necessary scraped, and given one coat of 
boiled linseed oil after inspection and before ship- 
ment. 

50. All inaccessible surfaces shall be given one 
heavy coat of red lead in raw linseed oil before ship- 
ment. 

51. All machined surfaces shall be cleaned, 
oiled and given a heavy coat of white lead and tallow 
after inspection and before shipment. 

52. Sub-contractors are fully bound by these 
specifications in every respect, and free access and 
information is to be given by them for thorough 
inspection of material and workmanship, and all re- 
quired test pieces, etc., properly shaped, are to be 
provided, as may be requested, without charge. All 
shipments of material not properly inspected and 
passed are at the risk of the principal contractor. - 

53. In all cases, figured dimensions on draw- 
ings are to be taken in preference to any measure- 
ments by scale, and no alterations are to be made 
unless authorized in writing by the Chief Engineer 
or the Engineer of Bridges. 

General Clauses. 



Proposal. 



Indemnity from 
Patent Suits. 



1. Bidders shall submit sealed proposals in 
conformity with the terms named in the letter of in- 
vitation. When so required the proposal shall be 
accompanied by a strain sheet, with full information 
as to calculated stresses and sizes of all material. 

2. The contractor shall bear the cost of any 
suit which may arise, and shall pay all damages 
which may be awarded in consequence of the use by 
said contractor of any patented device in the con- 
struction of any bridge or other work under these 
specifications and for the use of the Pennsylvania 
Railroad Company. 



SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 477 

3. Immediately after the award of a contract g^'^'l 
for bridge or other structural work, a complete set '"^^'"^^• 
of drawings in detail, including the strain sheet above 
mentioneds shall be furnished by the contractor; the 
drawings to be made on the dull side of tracing linen 
and the size of each drawing to be 24 inches by 36 
inches. Blue prints of these drawings shall be sub- 
mitted to the Chief Engineer of the railroad company 
for his approval before work is begun in the shop. 

After approval of the drawings the contractor 
shall furnish the Chief Engineer with 3 sets of prints 
for temporary use during the progress of the work, 
and upon completion of the work the original tracings 
shall be permanently filed in the office of said Chief 
Engineer. 

Wm. H. Brown, 
Wm. a. Pratt^ Chdef Engineer. 

Engineer of Bridges, 

January i, 1901. 



478 



COMPLETE SPECIFICATIONS, 



TABLE A. 
LIVE LOADS — SPANS FROM 5 TO IIO FEET. 



Spans 
in feet. 



5 
6 

7 
8 

9 

lO 

II 

12 

13 

14 

15 
i6 

17 

i8 

19 

20 
21 

22 
23 
24 
25 
26 

27 
28 
29 

30 
32 
34 
36 
38 
40 

42 

44 
46 
48 
50 

55 
60 

65 
70 

75 
80 

85 
90 

95 
100 

105 
no 



Moments. 

1 Rail. 

Foot-pounds. 



31300 
37500 
43800 
50000 
56300 
62500 
68800 
78400 
93500 
IIOOOO 

126500 
143000 

159500 

176000 
I925CO 
209000 
227900 
249600 
271200 
292900 

314700 
336400 

358200 

379900 

40 1 70c 
424000 

473200 

522400 
571600 
620900 
670100 
719300 
768500 
819700 
876000 

938700 

1099300 

1277300 
1473000 

1677400 
1899200 
2137600 

2393000 
2666100 

2939200 

3214600 
3500600 
3800500 



Shears. 

1 Rail. 

Pounds. 



25000 

25000 

26700 

28900 

30600 

32500 

34100 

35800 

38100 

40100 

41800 

43300 

45300 

47700 

49800 

51700 

53400 

55000 

i:;6400 

57800 

59000 

60500 

61900 

63200 

64400 

65500 

67600 

69400 

71900 

74100 

76200 

78700 

81000 

83000 

85600 

87900 

93900 

99300 

104000 

109500 

I 15700 

122300 

129400 

135900 

142300 

148100 

153500 

159700 



Cross-girder 

Reactions. 

1 Rail. 

Pounds. 



25000 
25700 
31400 
35800 
39100 
41800 
44000 
47700 
50800 
53400 
56400 
59100 
61400 
63400 
65300 
66900 
68500 
69800 
71500 
73200 
75500 
77500 
79400 
811OO 
83000 
85000 
8q6co 
93600 
97900 
102700 
107000 
II 1 500 
II 6000 
120400 
125200 
129800 



Equivalent Uniform Loads in 
Pounds per foot of Track. 



Moments. 



20000 
16670 
14280 
12500 
IIIIO 
lOOOO 

9090 

8710 
8850 
8980 

9000 
8940 

8830 
8690 

8530 
8360 

8270 
8250 
8200 
8140 

8060 
7960 
7860 

7750 
7640 

7S40 
7390 
7230 
7060 
6880 
6700 
652c 

6350 
6200 
6080 
6010 
s8io 
5680 
5580 
5480 
5400 
5340 
5300 
5270 
5210 
5140 
5080 
5030 



Shears. 



20000 

16670 

15260 

14450 

13600 

13000 

12400 

1 1930 

1 1 720 

1 1460 

III50 

10830 

10660 

10600 

10480 

10340 

10170 

1 0000 

9810 

9630 

9440 

9310 

9170 

9030 

8880 

8730 

8450 

8170 

7990 
7800 
7620 
7500 
7360 
7220 
7130 
7030 
6830 
6620 
6400 
6260 
6170 
6120 
6090 
6040 
5990 
5920 
5850 
5810 



Cross- 
girder 
Reactions. 



1 0000 
8570 
8970 
8950 
8S00 
8360 
8000 
79.SO 
7820 
7630 
7520 
7390 
7220 
7040 
6870 
6690 
6520 
6350 
6220 
6100 
6040 
5960 
5880 
5790 
5720 
5670 
5600 
5510 
.5440 
.5410 

53.'5o 
5310 

5270 
5230 
5220 

5190 



SPECIFICATIONS FOK STEEL RAILROAD BRIDGES. 479 



TABLE B. 



COEFFICIENTS OF STRESS INCREMENT. 
Case 1. — Stresses of one kind only — all compression or all tension. 

I— R 



k= 



R 



R. 


k. ] 


R.. 


k. F 


{.. 


k. 


^S 


k. I 


^. 1 


- 


1 .00 


000 


79 


117 


58 


266 


0-37 


460 


16 


724 




99 


005 


78 


124 


57 


274 


•36 


479 


15 


739 




98 


010 


77 


130 


56 


282 


•35 


482 


14 


754 




97 


015 


76 


136 


55 


290 


•34 


493 


13 


770 




96 


020 


75 


143 


54 


299 


•33 


504 


12 


786 




95 


026 


74 


149 


53 


307 i 


•32 


515 


II 


802 




94 


031 


73 


156 


52 


316 


•31 


527 


10 


818 




93 


036 


72 


163 


51 


325 


•30 


538 


09 


83s 




92 


042 


71 


170 


50 


333 


.29 


550 


08 


852 




91 


047 


70 


176 


49 


342 


.28 


563 


07 


869 




90 


053 


69 


183 


48 


351 


.27 


575 


06 


887 




89 


058 


68 


190 


47 


361 


.26 


587 


05 


905 




88 


064 


67 


198 


46 


370 


•25 


600 


04 


923 




H7 


070 


66 


205 


45 


379 


•24 


613 


03 


942 




86 


075 


65 


212 


44 


389 


•23 


626 


02 


961 




«S 


081 


64 


220 


43 


399 


.22 


639 


01 


980 




84 


087 . 


63 


227 


42 


408 


.21 


653 


00 I 


000 




«3 


093 


62 


235 


41 


418 


.20 


667 








82 


099 


61 


242 


40 


429 


.19 


68 1 








81 


105 


60 


250 


39 


439 


.18 


695 






.80 


III 


59 


258 


38 


449 


•17 


709 







480 



COMPLETE SPECIFICATIONS. 



TABLE C. 



COEFFICIENTS OF STRESS INCREMENT. 
Case 3.— Stresses subject to reversal. 
2+R 



k= 



2— R 



R. 


k. ] 


^. 


k. 1 


^. 


k. 


R. 

0.63 


k. ; I 


I. 


k. 


o.oo 


I .000 


21 I 


235 1 


.42 I 


.532 


1 
1.920 i 


84 


2.448 


.01 


1. 010 


22 I 


247 


43 I 


.S4« 


64 


1. 941 


85 


2.478 


.02 


1.020 


23 I 


260 : 


44 I 


564 


•65 


1.963 


86 


2.509 


•03 


1.030 j 


24 1 I 


^73 i 


45 i I 


5«i 


.66 


1-985 


87 


2.540 


.04 


I 041 1 


2.5 I 


286 li 


46 I 


597 


.67 


2.007 


88 


2-571 


•05 


I. 051 1 


26 I 


299 


47 I 


614 


.68 


2.030 


89 


2.603 


.06 


1.062 


27 I 


312 


48 I 


632 


.69 


2-053 


90 


2.636 


.07 


I 073 


28 I 


325 


49 I 


649 


.70 


2.077 


91 


2.670 


.08 


1.083 


29 I 


339 


50 I 


667 


•71 


2. lOI 


92 


2. 704 


.09 


1.094 


30 I 


353 


51 I 


685 


•72 


2.125 


93 


2 738 


10 


1 . 105 


31 I 


3^7 i 


52 I 


703 


•73 


2.150 


94 


2-773 


.11 


1. 116 


32 I 


381 


53 I 


721 


•74 


2.175 


95 


2.809 


.12 


1. 128 


33 I 


395 1 


54 I 


740 


•75 


2.200 


96 


2.846 


•13 


I 139 


34 I 


409 i 


55 I 


759 


.76 


2.226 


97 


2.8S4 


.14 


1. 150 


35 I 


424 


56 I 


77« 


•77 


2.252 


98 


2.922 


•15 


1. 162 


36 I 


439 


57 I 


797 


.78 


2.279 


99 


2.960 


.16 


1. 174 


37 I 


454 


5« I 


817 


•79 


2.306 I 


00 


3.000 


.17 


1. 186 


3« I 


469 


59 ! I 


«37 


.80 


2.333 






.18 


1. 198 


39 I 


484 


60 I 


857 


.81 


2.361 






.19 


1. 210 


40 I 


500 


61 I 


878 


.82 


2 390 






.20 


1.222 


41 I 


516 

ii 


62 I 


899 


•83 


2.419 







SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 481 



TABLE D. 

PERMISSIBLE COMPRESSIVE STRESSES. 
I=length of piece; r=Ieast radius of gyration (both in inches). 



P= 



15,000 



1 + 



12 



i3,50or^ 



1 




1 




1 




1 




r 


P 


r 


P 


'■ 


P 


r 


P 


10 


14900 


38 


I355Q 


66 


1 1340 


94 


9070 


12 


14840 


40 


13410 


68 


11170 


96 


8910 


14 


14790 


42 


13270 


70 


IIOIO 


98 


8760 


16 


14720 


44 


13120 


72 


10840 


100 


8620 


18 


14650 


46 


12970 


74 


10670 


102 


8470 


20 


14570 


48 


12820 


76 


10510 


104 


8330 


22 


144S0 


50 


12660 


78 


10340 


106 


8190 


24 


14380 


52 


12500 


80 


10180 


108 


8050 


26 


14280 


54 


12340 


82 


lOOIO 


no 


7910 


28 


14170 


56 


1 2170 


84 


9850 


112 


7780 


30 


14060 


58 


12010 


86 


9690 i 


114 


7640 


32 


13940 


60 


1 1840 


88 


9530 J 


116 


7510 


34 


13820 


62 


II 670 


90 


9370 


118 


7380 


36 


13690 


64 


11510 


92 


9220 


120 


7260 



482 



COMPLETE SPECIFICATIONS. 



TABLE E. 
MAXIMUM BENDING MOMENTS IN PINS. 

With extreme Fibre Stresses of 22000 pounds per square inch for Soft 
Steel, and 25000 pounds per square inch for Medium Steel. 



it 




Moments 


IN InCH- 


c 




MoMEN-rs 


tN InCH- 


Area of 


Pou 


NDS. 


£« 


Area of 


Pounds. 


o-e 


Pin in 
Square 






j= 


Pin in 
Square 






e^s 










jSc 


Inches. 


22000 lbs. 


25000 lbs. 


Cm 

3 e 


Inches. 


22000 lbs. 


•35000 lbs. 


Q- 




per sq. in. 


per sq. in. 


5-- 




per sq. in. 


jer sq. in. 


2 


3.142 


17280 


19600 


6K 


33.183 


593100 


674000 


2H 


3-547 


20730 


23600 


6% 


34-472 


628000 


713700 


^^ 


3 976 


24600 


28000 


6% 


35-785 


664200 


754800 


2% 


4 430 


28900 


32900 


6i 


37.122 


701800 


797500 


2K 


4.909 


33700 


38400 


1,, 


38.485 


740800 


841900 


^'/s 


5412 


39000 


44400 


7H 


39-871 


78 1 200 


887800 


2% 


5 940 


44900 


51000 


7H 


41.282 


823000 


935300 


2^ 


6.492 


51300 


58300 


1% 


42.718 


866300 


984500 







7.069 


58300 


66300 


IH, 


44- 179 


911200 


1035400 


zH 


7 670 


65900 


74900 


n% 


45.664 


957.SOO 


IC.S8100 


sH 


8.296 


74100 


84300 


IYa 


47-173 


1005300 


I14250O 


z% 


8.946 


83000 


94400 


n\ 


48.707 


1054-800 


II 98700 


zK 


9.621 


92600 


105200 


8 


50.265 


1105800 


1256600 


ZVs 


10.321 


102900 


I 16900 


8>^ 


51.849 


I 158500 


1316500 


ZVa 


11.045 


II3900 


129400 


8)i 


.S3 -456 


1 212800 


1378200 


3% 


11-793 


125600 


142800 


8% 


SvoS8 


126S800 


I441800 


4 


12.566 


138200 


157100 


W^ 


56.745 


1326400 


1507300 


aVs 


13-364 


15160O 


172300 


8^8 


58.426 


1385800 


1574800 


^Va 


14.186 


165800 


188400 


8K 


60.132 


J 44 6900 


1644200 


4% 


1.V033 


180800 


205500 


8t 


61.862 


1509800 


1 71 5700 


4K 


15904 


196800 


223700 


9 


63.617 


1574500 


1789200 


A% 


16.800 


213700 


242800 


9M 


65-397 


1641100 


1S64800 


A% 


17.721 


231500 


263000 


9^ 


67.201 


1709400 


1942500 


4% 


18.665 


250200 


284000 


9% 


69.029 


1779600 


2022300 


S 


19-635 


270000 


306800 


9>^ 


70.882 


1851800 


2104300 


5>^ 


20.629 


290700 


330400 


9% 


72.760 


1925900 


2188500 


5^ 


21.648 


312500 


355200 


9% 


.74.662 


2001900 


2274900 


5% 


22.691 


335400 


3S1100 


9i 


76.590 


2079900 


2363500 


5M 


23-758 


359300 


408300 


10 


78.54 


2159900 


2454400 


5^ 


24 . S50 


384400 


436800 


10I4 


82.52 


2325900 


2643100 


sM 


25.967 


410600 


466600 


loy^ 


86.59 


2500200 


2841200 


5% 


27.109 


.38000 


497700 


10^ 


90.76 


26S3200 


3049100 


6 


28.274 


466500 


530200 


II 


95-03 


2S74800 


3266800 


6>^ 


29-465 


-.96300 


564000 


"M 


99.40 


3075400 


3494800 


^^ 


30.680 


527300 


599200 


11% 


103.87 


3284800 


3732800 


6>^ 


31-919 


559600 


635900 


12 


113. 10 


3732200 


4241200 



SPECIFICATIONS FOR STEEL RAILROAD BRIDGES. 



483 















Q 














§ 




M 





































t^ 




u*o 










m 
























o 

















lO 




Ha> 








CN 


!>. 


tn 










o 


N 


U 










l-H 


c< 


S 

u 

2 


























H-l 










o 

00 




(>4 


2 


rto 








rf 




*^ 


-(-■ 








00 


t-l 


a 












ri 


<: 

-9 

Si 



































(S 


VD 


o 


(»:(Tj« 






vO 


o 


to 








■^ 


t-« 


o 










H4 


>-l 


I-I 


is 


































Q 


o 











Q 


'*- 


t~^ 


g^ 












00 


- tti 








M 


i-i 


M 


S5 


























H S 






O 





c 


o 


2 ==> 






to 


o 


(N 


to 


a z 


ia(ao 








n 


M 


« 2 









M 


r^ 


VO 


td O 








M 


hH 


M 


























Clg 









o 


o 


o 








n- 


r- 


o 


r< 


CS!» 




M 


O 


00 


vO 


o 






0\ 


O 


cs 


■<3- 


fl- u 










M 




m < 


























> 




o 











o 




Q 


M 


^J~. 


t^ 


o 


^e^ 


lO 


t-( 


t^ 


CO 


o 


o 




vO 


GO 


On 




m 


z 










M 


M 


•^ 














< 




O 





o 


o 


o 


m 




o 


>— 1 


rO 


lO 


t^ 


tJ* 


vO 


1^ 


»o 


ON 


fO 




-^ 


lO 


t^ 


00 


On 


M 




o 


o 


o 


o 









!>. 


0^ 


t-^ 


rO 


vo 




-^'» 


C» 


O 


fO 


V/^ 


r^ 






-<* 


vO 


t^ 


00 


ON 






vS 


o 





o 


o 






00 


ON 




r-J 




"C 


O 


o 


o 


I-I 








^ 


LO 


vO 


t^ 


00 


V 












*•> • ii 














o 


o 








o 


vO 


r^ 


\o 




-^ 


C S§C/3 C 




fO 


00 


o 


VO 




rl 


fo 


•<t- 


o 


CO 


a 












•*-' c a> ,^ 


•^ 


00 


JO 


PO 


Tt< 


rt ir; S J3 


O 


^ 




l-H 


ly-- 


ON 


o 


^ 





co 


■u Ji 2. o 




ro 


Tf 


VO 


t^ 


Wi > CTc 












<-^(r)^ 


d 


d 





d 


d 


<-» • 












• w ^ 














— !p» 


u-lx 


wl^ 


t^|ao 


tH 

















u 


(Tl 


V 


i> 


n 


Xi 


« 


m 


br 


u 


1) 


ba 


u 


c 


rt 


t/i 






V 


d 


r, 


nl 




J3 


iJ 




hf 


CO 

rn 


rt 


U 


N! 




b£ 


« 


S3 




u 


rn 


V 


iJ 


Q. 


C 


a 

3 


J 


vw 


bn 


u 


rt 


4^ 


N 


j: 


bn 


be 


S3 


u 








O 


i) 


o 


5 


V 


vw 


> 


o 


o 


^J 


J2 


^4-1 


(Tl 


lU 






CO 


o 


3 








rt 


o 


> 


5 


hfl 


o 




J3 


rt 




w 


w 


cu 


3 






^ 


rt 


< > 



484 



COMPLETE SPECIFICATIONS. 



TABLE G. 
CENTRIFUGAL FORCE FOR DIFFEREXT SPANS AND DEGREES OF CURVATURE — ONE TRACK. 

Formula C=22o D (i + ^s^) 

C=Centrifugal force in pounds per lineal foot of track. 

D:=Degree of curvature. 

S=Span in feet. 

Coefficient 220 is reduced by 12 for each degree of curvature above 6 degrees. 



Span in 
Feet. 


1- 

Degree 
Curve. 


2- 
Degree 
Curve. 


3- 
Degree 
Curve. 


4- 
Degree 
Curve. 


5- 
Degree 
Curve. 


6- 
Degree 
Curve. 


7- 
Degree 
Curve. 


8- 
Degree 
Curve. 


9- 
Degree 
Curve. 


10- 
Degree 
Curve. 


11- 
Degree 
Curve. 


12- 
Degree 
Curve 


20 


360 


730 


1090 


1450 


^ 1820 


2180 


2400 


2590 


2730 


2840 


2900 


2930 


25 


330 


670 


1000 


1340 


1670 


2010 


2210 


2380 


2520 


2610 


2680 


2700 


30 


320 


630 


950 


1260 


1580 


1890 


2090 


2250 


2370. 


.2470 


2520 


255c 


40 


300 


580 


880 


1 1 70 


1460 


1750 


1930 


2080 


2190 


2230 


2330 


2350 


60 


270 


540 


800 


1070 


1340 


1610 


1770 


1910 


2020 


2090 


2140 


2i6o 


ICO 


250 


500 


750 


1000 


1240 


1490 


1650 


1770 


1870 
1760 


1940 


1990 


2010 


200 


230 


470 


700 


940 


II70 


1410 


1550 


1670 


1830 


1870 


1890 


300 


230 


460 


690 


920 


1150 












.... 




500 


230 


450 



















.... 





p. R. R. 



PRESERVATION OF RAILROAD CROSS-TIES. 485 

186. German Specifications for the Preservation 
of Railroad Cross-ties. The following Specifications for th? 
preservation of railroad cross-ties are in use on the imperial 
German railways. They are given with approval by Mr. O. 
Chanute, past President of the American Society of Civil En- 
gineers, in a paper before that Society, Vol. XLV (1901). 
Two methods are here given, one for pine ties and another for 
beech and oak ties. They are followed by specifications for 
testing the impregnating materials. 

I. German Specifications for Impregnating Pine 
Railroad Cross-ties, with a Chloride of Zinc Solution 
with an Addition of Coal Tar Containing Carbolic 
Acid. 

The process of impregnating by chloride of zinc solution, 
with addition of coal-tar oil containing carbolic acid, is divided 
into three parts. 

1. Steaming of the ties. 

2. Production of a partial vacuum and admission of the 
impregnating fluid. 

3. Compression (forcing in) of the impregnating fluid. 
The ties are loaded on iron cars, which are pushed into the 

impregnating cylinder, this is closed air-tight, and they are ex- 
posed to the action of steam; steaming is continued for a longer 
or shorter period, according to the time of year and the condi- 
tion of the ties. The admission of steam into the impregnating 
cylinder must be regulated in such manner, that an inside 
pressure of 1.5 atmospheres {22 lbs. per square inch) above air 
pressure is reached within 30 minutes. For dry ties it \y\\\ 
suffice to maintain this pressure in the impregnating cylinder 
for 30 minutes longer, but for green ties it should be kept up 
for another hour. For dry ties, therefore, the steaming takes 
at least i hour, while for green ties at least i-J- hours are neces- 
sary. A gauge attached to the cylinder indicates existence of- 
the specified pressure. The valve at the bottom of the cylinder 
must be opened on admitting the steam, in order that the air 
contained in it may be driven out, but should be closed when 
steam begins to blow out. This valve should be opened re- 
peatedly, as fast as steam condenses ; open it at least every half- 
hour to draw off the water, and for the last time just before 
exhausting the air. When steaming is finished, the steam re- 
maining in the impregnating cylinder is allowed to escape. 

After steam is discharged a partial vacuum is produced 
in the cylinder containing the ties, until the vacuum gauge 
shows at the least a column of mercury of 60 cm. (23.6 ins.) ; 



486 COMPLETE SPECIFICATIONS. 

this partial vacuum must be maintained for ten minutes. On 
expiration of this time, while continually preserving the partial 
vacuum, allow the impregnating fluid, which meanwhile has 
been prepared in a separate vessel and heated to at least 65 
degrees Cent. (149 degrees Fahr.), to enter the impregnating 
cylinder, filling it entirely. To prepare the impregnating fluid, 
add while heating, i kgr. of coal-tar oil to ever\- 15 kgr. (6 2-3 
per cent.) of the solution of zinc chloride. 

To insure as perfect a mixture of tlie solution of zinc chlo- 
ride witli the coal-tar oil as possible, an effective stirring ap- 
paratus, combined with injection of steam and air, must be 
applied. 

Xext, a pressure pump is used to exert an excess of seven 
atmospheres above air pressure. This pressure to be main- 
tained for not less than 30 minutes; if necessar}*, continue it 
for a longer time, until the ties have absorbed a certain amount 
of impregnating fluid as specified hereafter. The impregnat- 
ing fluid is then run off. 

The chloride of zinc solution intended for impregnating 
must be as nearly as possible free from foreign substances, and 
there must be no free acid. An admixture of- other metals, 
notably iron, can only be allowed in a ver\' slight percentage 
and only if it cannot be avoided in tlie manufacture. The solu- 
tion must have a strength of 3.5 degrees Beaume= 1.0244 
specific gravit}' at a temperature of 15 degrees Cent. (59 de- 
grees Fahr.). The solution contains 1.26 per cent, of metallic 
zinc. 

The coal-tar oil used must not contain over i per cent, of 
oils that boil below 125 degrees Cent. (25 7 degrees Fahr.). 
It must be so little volatile that its boiling point lies mainly be- 
tween 150 degrees and 400 degrees Cent. (302 degrees and 
752 degrees Fahr.). In no case is it permissible to have more 
than 25 per cent, of its weiglit volatilized below 235 degrees 
Cent. (455 degrees Fahr.). It must contain at least 20 to 25 
per cent, of acid substances (creosote or oils resembling car- 
bolic acid") that are soluble in caustic lye of soda of 1.15 specific 
gravity. The coal-tar oil must be entirely liquid at -{- 15 de- 
grees Cent. (59 degrees Fahr.), and as much as possible free 
from naphthaline, so that on evaporation (fractional distilla- 
tion) produced in a glass vessel in groups of 50 degrees each, 
it shall leave a residue of not more than 5 per cent, of naptha- 
line. Its specific gravity* should not be less than 1.020 at a 
temperature of —15 degrees Cent. (59 degrees Fahr.) and 
should not exceed 1.055. To remove such impurities from the 
impregnating fluid as are due to the process, suitable settling 
(clarifying) apparatus should be provided. 

The Contractor is required to report where he obtains his 



PKESERVATION OF RAILEOAD CROSS-TIES. 487 

supplies of zinc-chloride solution and of coal-tar oil, intended 
for use, and to furnish samples of the same to the Supply 
Office of the Imperial Railways at Strassburg in Alsace before 
commencing to impregnate. He will be permitted to purchase 
the solution of zinc chloride and the carbolized oil of coal-tar 
only from such factories whose samples have been approved by 
the Management of the Railways. The Railway Management 
reserves the right to test the fluids used at any time. 

It is specified that the average absorption of impregnating 
fluid contained in every charge of the cylinder shall be the fol- 
lowing : 

A. Absorption of 35 kgr. (77 lbs.) for each tie of 

the first class, length of 2.7o m. (8.85 ft.). 

B. Absorption of 26 kgr. (57 lbs.) for each tie of 

the second class, length of 2.50 m. (8.2 ft.). 

C. Absorption of 310 kgr. per cubic meter (19 lbs. 

per cubic foot*) for ties of other dimensions. 

To determine the amount of impregnating fluid absorbed 
by the ties, the following method must be adopted: 

Weigh all ties on a platform scale placed under roof im- 
mediately before steaming them, and again after impregnating 
when dripping has ceased. The difference in weights equals 
amount of impregnating fluid absorbed. A deduction of 15 
pfennigs per 10 kgr. (16 cents per 100 lbs.) wall be made for 
shortage shown by this weighing test. In case the shortage 
amounts to more than one-sixth of the absorption specified, the 
impregnation must be repeated. If, on the other hand, the 
weighing shows that the ties have absorbed more than the 
amount specified, a bonus of 15 pfennigs for every 10 kgr. (16 
cents per 100 lbs.) will be paid for such increase, up to a maxi- 
mum of 15 per cent. 

II. German Specifications for Impregnating Beech 
and Oak Railroad Cross-ties with Hot Coal Tar Oil 
Containing Carbolic Acid. The work of impregnating 
w^ith hot carbolized oil of coal-tar (i. e., oil of coal-tar contain- 
ing carbolic acid) must be divided into two parts. 

1. Drying of the ties, i. e., withdrawing water from them. 

2. Introduction of oil of coal-tar under pressure. 

The ties are run into the impregnating cyHnder and this, 
is closed air-tight. Next, a partial vacuum, equal to at least 
60 cm. (23.6 ins.) column of mercury, is produced in the im- 
pregnating cylinder and maintained for 10 minutes, and there- 
upon, while keeping up the vacuum, the hot oil of coal-tar is 

*3.5 degrees B. corresponds to 2.62 per cent dry zinc chloride. Hence, 19 X 2.62 per 
cent amounts to 0.498 lb. of dry zinc chloride per cubic f oot.— O. C. 
32 



488 COMPLETE SPECIFICATIONS. 

made to flow in until it rises to a level that will prevent sucking 
over by the air pumps. The flowing in of the coal-tar oil may 
be accomplished all at once or at intervals, according to the 
dryness of the ties. While thus filling up, and afterward, the 
coal-tar is heated up inside the cylinder to at least 105 degrees 
Cent. (221 degrees Fahr.), but not higher than 115 degrees 
Cent. (239 degrees Fahr.), by means of steam coils. This 
heating should be accomplished during a space of time of not 
less than 3 hours. When this temperature is reached in the 
impregnating cylinder, it must be kept up for another hour, 
either with or without the partial vacuum, as may be judged 
necessary, in order that the ties may absorb the specified amount 
of oil of coal-tar. 

The impregnating cylinder is connected with a pipe con- 
denser from the instant that filling with hot coal-tar oil com- 
mences, and all the aqueous vapors driven out of the ties are 
condensed in this, the water being carried to a tank. This re- 
ceiver must have a water gauge from which one can read off 
the amount of water evaporated from the ties. 

After the drying of the ties or the extraction of water from 
them is finished, the impregnating cylinder is filled completely 
and the pressure pump started, which must produce a pressure 
of at least 7 atmospheres. This pressure is to be maintained 
for at least 30 minutes in treating beech ties and 60 minutes for 
oak ties, unless it proves necessary to prolong the time to obtain 
the amount of absorption specified. The oil of coal-tar is then 
drawn off. 

The coal-tar oil used must be heavy oil, derived from the 
distillation of coal-tar, of greenish black color, specific gravity 
of 1.045 to 1. 1 00 at 15 degrees Cent. (59 degrees Fahr.), boil- 
ing point between 150 degrees and 400 degrees Cent. (302 de- 
grees and 752 degrees Fahr.). 

While making fractional distillation no oils must pass over 
below 150 degrees Cent. (302 degrees Fahr.) and not more 
than 25 per cent of the volume at temperature up to 235 degrees 
Cent. (455 degrees Fahr.). 

The coal-tar oil must contain by volume at least 10 per 
cent, of carbolic acid and, at a temperature of 15 degrees Cent. 
(59 degrees Fahr.), must be free from naphthalene and show 
no sediment. 

To determine percentage of carbohc acid apply agitation 
to the oils heated to 400 degrees Cent. (752 degrees Fahr.) 
with a caustic solution of soda having specific gravity of 1.15. 
The difference in volume of oil before and after agitation gives 
percentage of carbolic acid. 

The Contractor is required to state source of supply for 
his coal-tar oil and to furnish samples to the Supply Office of 



PRESEKVATION OF RAILROAD CROSS-TIES. 489 

the Imperial Railways at Strassburg before he commences work 
of impregnation. The coal-tar oil can only be purchased from 
factories whose samples have been approved by the Railway 
Management. The Railway Management reserves the privi- 
lege of at any time testing the coal-tar oil used. 

It is specified that the average absorption of coal-tar oil 
for every charge of the cylinder shall be: 

a. For one railroad tie, ist class, 2.7o m. (8.85 ft.) long, 
of oak wood, 11 kgr. (24 lbs.); of beech wood, 36 kgr. (79 
lbs.). 

b. For one railroad tie, 2d class, 2.50 m. (8.20 ft.) long, 
of oak wood, 8 kgr. (18.6 lbs.) ; of beech w^ood, 28 kgr. (61.6 
lbs.). 

c. For ties of other dimensions per cubic meter (35.3 cu. 
ft.), of oak wood, 100 kgr. (220 lbs.) ; of beech wood, 325 kgr. 

(715 lbs,). 

To determine the amount of coal-tar oil absorbed by the 
ties, these are weighed before the impregnation and again after 
it, when dripping of oil has ceased, using a platform scale 
placed under a roof. The difference in weight is amount of 
coal-tar oil absorbed. Correct the weight of the ties before 
impregnation by deducting from it weight of water delivered 
by condenser to the tank and obtained from the vapors distilled 
while drying in hot coal-tar oil, as weight of ties is reduced to 
this extent by drying process. If on examination it is proved 
that absorption amounts to less than five-sixths of that speci- 
fied, the impregnation must be repeated. 

For every shortage in coal-tar oil shown by above test, a 
deduction of 50 pfennigs for 10 kgr. (54.5 cents per 100 lbs.) 
will be made, but, on the other hand, an increase in absorption 
will be paid for at the same rate, a maximum of 15 per cent, 
increase being the limit of such payment. 

III. General Conditions. The Contractor is required 
to give eight days' notice to the Supply Office of the time of 
intended commencing to impregnate ties, in order that the 
ofiice may send an official to supervise same. This official must 
be freely admitted at all times to the plant of the Contractor, 
and all desired information must be readily furnished him. 
The Contractor must furnish all necessary appliances, appara- 
tus and labor to make tests without charge. 

In case the Contractor does not supply his own ties, the 
parties furnishing them will be required to deliver f. o. b. cars 
at the station nearest to the impregnating works, provided they 
are shipped by rail; ties delivered by wagon or other convey- 



490 COMPLETE SPECIFICATIONS. 

ance will be delivered loaded at storage yards of the factory 
without charge. 

The hauling of ties from the station to factory will be at 
the expense of the Contractor for impregnation. He has also 
to provide for unloading, piling and handling of ties as per 
regulations. The Contractor will be paid for this labor the 
amount of 8 pfennigs (1.92 cents) for each track tie and 4 
pfennigs (0.96 cent) for each switch tie of i m. These prices 
cover the exepnse of labor and tools required in receiving green 
ties, as well as that of reloading rejected ties; payment for a 
tie to be made only once. 

The contractor for impregnating is held liable for all dam- 
ages and loss of ties that may occur from the time they are 
delivered to him at the railroad station, or at his works, as long 
as ties remain at his w^orks. This liability includes losses by 
fire occurring at the impregnation works and by theft committed 
w^hile ties remain there. The Contractor must pay the value 
of all missing ties or of such as become unserviceable previous 
to their return after impregnation, but is not liable for splitting. 
He is, however, required to furnish without charge all neces- 
sary S-hooks and bolts for drawing together the cracks oc- 
curing during storage, and has to drive or put these in accord- 
ing to the directions of the supervising official. 

When ties are turned over to the Contractor for impregna- 
tion, they are already supplied with S-hooks needed to draw 
together all existing cracks. Each beech track tie is also fitted 
with two iron bolts running through it, about 10 cm. (4 ins.), 
from each end in the direction of its breadth. It is his duty, 
therefore, to supply, without charge, only such S-hooks and 
bolts as may be needed thereafter, and of the same kind, and to 
fasten them. 

On receiving the green ties they must be piled at the fac- 
tory in such a way that air will circulate fre.ely around each 
one. Each pile only to have length and breadth equal to length 
of one tie, and must contain 100 ties. The lowest layer of ties 
must rest on solid supports, so that they will never touch the 
ground. Storage yards must be thoroughly drained and have 
ditches if needed. Open spaces are to be left between the piles, 
which spaces must measure 80 cm. (32 ins.) in one direction 
and have a width of 40 cm. (16 ins.). This piling of ties must 
be finished at the latest in 14 days from receipt of same. Date 
of piling to be plainly marked on each pile. 

For delay in completing impregnation of ties beyond time 
fixed by contract, unless previous express and written per- 
mission of the Imperial General Management has been ob- 
tained, the latter will collect a penalty from Contractor for such 



I 



I*KESEKVATION OF EAILROAD CEOSS-TIES. 491 

delay, amounting to i per cent of the Contract value of the 
unfinished impregnation per week of such delay. 

The Railroad Management reserves the right to employ 
the Contractor for impregnation to adze surface of ties in places 
for bed-plates of rails, as well as to bore holes fqr fastenings, 
if such work becomes necessary. This work to be done by di- 
rection of supervising official and before impregnating. 

Strassburg, February. . . . 1898. 
Imperial General Management of 
Railways in Alsace-Lorraine. 

Acknowledged : The preceding contract of 

this day the i . . . . 

D 

Contractor. 

IV. German Specifications for testing Chloride of 
Zinc and Tar Oil, used for Preserving Timber. 

For the impregnation of timber there are at present two 
products in use; ist, chloride of zinc; 2d, tar-oil. 

Testing of Chloride of Zinc. The chloride of zinc for im- 
pregnating purposes will be manufactured as a concentrated so- 
lution, containing about 50 per cent, of anhydrous chloride of 
zinc. It is best to use such a strong solution for testing, and 
for that purpose, samples are to be taken directly from the ship- 
ping tank or carboj. 

The zinc chloride solution used must be as free from im- 
purities as possible, particularly from iron and free acid. There- 
fore, it is to be determined whether or not iron and acid are 
present. 

Test for Free Acid. Twenty grammes (by weight) of the 
above strong zinc chloride solution are to be mixed with dis- 
tilled water; the whole to amount to 100 cu. cm. (by measure), 
the mixture to be well shaken. 

a. — There is no free acid present if the mixture, by shak- 
ing, becomes cloudy, and, particularly if after a short period of 
rest, flakes settle down, which will again dissolve to a clear 
fluid, upon the addition of a few drops of muriatic acid (H 
CI.). No further test is then required. 

h. — If, after shaking, the mixture remains clear, then an 
excess of acid is present, the amount of which can be determ- 
ined by the following manipulation: 

Take several reagent bottles and put in each 10 cu. cm. of 
the above-described mixture, then add to each bottle a measured 
successively increasing quantity of a solution of one-tenth nor- 
mal soda. For example: Add to the first reagent bottle o.i cu. 
cm., to the second 0.2 cu. cm., to the third 0.4 cu. cm., and so 



492 COMPLETE SPECIFICATIONS. 

on. Shake well and observe in which bottle a remaining white 
flaky precipitation will settle. The proportion of soda which 
lies between the mixture where a precipitation is produced, and 
that where no precipitation is produced, exactly represents the 
quantity of free acid present in the solution. For example, the 
mixture in the bottle to which 0.2 cu. cm. of the soda solution 
was added, remains clear, while in the following reagent bottle, 
where 0.4 cu. cm. soda solution was added, a precipitation is 
produced; then, 0.3 cu. cm. soda solution is exactly the quantity 
corresponding to the free acid present in the chloride of zinc 
solution. 

Should there be required for this test more than 0.4 cu. 
cm. of the one-tenth normal soda solution, then the percentage 
of free acid is too high in the chloride of zinc solution, and such 
solution must not be used for impregnation. 

Testing for Iron. Take 10 cu. cm. from the above-des- 
cribed mixture of zinc chloride solution and distilled water, and 
add a few drops of concentrated nitric acid (H N O3) and shake 
well. Divide this mixture into two equal parts. To one part, 
without diluting, add a quantity of ammonia (N H4 OH) and 
shake well. If this mixture remains clear, no iron is present. 
Through the presence of iron in the mixture, more or less 
brown flakes will precipitate, corresponding to the amount of 
iron present. Should there precipitate in the mixture a quan- 
tity of gray-white (not brown) flakes, then not only iron, but 
also another impurity (nearly always magnesia) is present. In 
this latter case a more complete test has to be made, and, there- 
fore, the zinc chloride solution must be sent to a chemist. But 
this case will happen very seldom. 

The second part of the mixture of 10 cu. cm. to which 
nitric acid was added, should be diluted with distilled water, 
and 5 cu. cm. of a solution of 10 per cent, yellow prussiate of 
potash added, the whole to be well shaken. A very ample pre- 
cipitation will be produced, which will look snow-white, or very 
light yellowish, if the zinc chloride solution is free from iron; 
but in the presence of iron it will look more or less blue, ac- 
cording to the amount of iron. If the precipitation shows a 
corn flower blue color, then the zinc chloride solution surely 
contains a high percentage of iron and must therefore be re- 
jected. 

To avoid, in testing, the weighing of the 20 grammes of 
the strong solution, the use is recommended of the easier 
method of measuring. First find the specific gravity, at 15 
degrees Celsius, of the strong concentrated zinc chloride solu- 
tion. The quotient of this specific gravity into 20 grammes 
shows the number of cubic centimeters which must be meas- 
ured off and which represent exactly 20 grammes by weight. 



PKESERVATION OF RAILROAD CROSS-TIES. 493 

For instance, the specific gravity of the strong zinc chloride 
sokition is 1.6, then 1.6 divided into 20 grammes gives the num- 
ber of cubic centimeters (—7=12.5 cu. cm.) which have to be 

measured off to be used for testing as described before. 

Testing of Tar-Oil. At a temperature of 20 degrees Cel- 
sius the tar-oil must be limpid, and to test it, shake the tar-oil 
well, pour a few drops on a folded filter paper, and observe 
whether after absorption there remain undissolved particles on 
top of the paper. If the amount of these is large, the tar oil 
must not be used for impregnation. To find the specific grav- 
ity, the tar-oil must be heated, or cooled off, to a temperature 
of 15 degrees Celsius; then drop slowly an hydrometer into the 
same, and read the number at the surface of the oil. This nurri- 
ber indicates the specific gravity of the tar-oil at 15 degrees 
Celsius; small variations in temperature are of minor import- 
ance, and can be corrected closely enough by adding or sub- 
tracting 3 to the figure in the third place of the specific gravity 
for every 2 degrees variation from 15 degrees Celsius. 

Laboratory Distillation of the Tar-Oil. By means of a 
funnel, 102 cu. cm. of tar-oil at about 15 degrees Celsius are 
to be filled into a retort, a thermometer is to be inserted, but in 
such a manner that the quicksilver ball shall be in or below the 
neck of the retort but shall not touch the oil, or will not be 
covered by the same. The retort must be heated slowly, until 
all the water, which is contained in nearly every tar-oil, is 
evaporated. Stronger heat can then be applied to the retort, 
but it must be so regulated that in one second two drops will 
distill over. The distilled product will be caught in a grad- 
uated glass cylinder, and the different quantities are to be read 
and noted which distill over from the oil (become volatile), 
within the various intervals of temperature, say to 125 degrees 
Cdsius (150 degrees) from 150 degrees to 235 degrees, and 
again from 150 degrees to 355 degrees Celsius, and which are 
specified in the "Description of the Process, and Specifications" 
as to the composition and proportions of the impregnating fluid. 

Finding the Percentage of Carbolic Acid. {Acid Consti- 
tuents of the Oil.) The entire amount of the distilled tar-oil 
is to be mixed in a separating funnel with 50 cu. cm. of caustic 
soda of 1. 1 5 specific gravity at 15 degrees Celsius, shaken well 
for about five minutes, after which let it stand and settle. The 
caustic soda absorbs the carbolic acid and precipitates ; the stop- 
cock of the funnel is to be opened and the precipitated caustic 
soda is caught in a 200-cu. cm. graduated glass cylinder. The 
same operation must also be repeated with 50 cu. cm. of fresh 
caustic soda, to make sure that all carbolic acid is extracted 
from the oil. The caustic soda of both manipulations is then 



494 COMPLETE SPECIFICATIONS. 

to be combined, about two tablespoonfuls of salt (Na CI) added 
and this dissolved by means of stirring; the required quantity of 
concentrated muriatic acid (H CI) added, and the combination 
again stirred up until well mixed. After cooling off the hot 
mixture, read the quantity of the separated carbolic acid in per- 
centage of cubic centimeters, and add to this number -J per cent, 
for the small amount of carbolic acid still remaining in the acid 
solution. 

All the figures obtained are to be compared with those 
specified in the description of the composition and proportions 
of the impregnating fluids. Small differences should not be 
cause for rejection, as small variations in testing, resulting from 
barometric changes, cannot be avoided, and the result of the 
test is influenced by them. However, the figures obtained by 
the above-described tests are sufficiently close to judge of the 
quality of the impregnating fluids. It is not advisable that the 
tar-oil for testing be taken directly from the shipping-tank, but 
it is better to take the samples from the receptacle of the ap- 
paratus in the impregnating plant from which the mixing ves- 
sels, or the ■ impregnating cylinder (in the impregnation with 
pure oil) will be supplied. 

The Chief of the Operating Inspection 3. 

(Signed.) Settgast. 

Berlin, June 14th, 1899. 

187. Filter Gravel and Sand. The following specifi- 
cation for the character, size, and placing of gravel and sand 
in a large gravity water-filter is new and is likely to be useful 
as filtration plants are adopted for city water supplies. It was 
used in the Albany Water Filtration Plant. 

Depth. Filter Gravel. On the floor of the filters and 

surrounding the underdrains shall be placed gravel 
or broken stone having a maximum depth of one ( i ^ 
foot. Instructions will be given by the Engineer 
as to the exact arrangement and positions of the 
various layers when the stone commences to be re- 
ceived upon the ground, but the arrangement will be 
approximately as follows : — The lower 7 inches shall 
Arrangement consist of broken stouc or gravcl which will remain 
of Layers. upon a scrccn with a mesh of i inch, and which has 
but very few stones over 2 inches in diameter. 
Above this shall be placed 2J inches of broken stone 
or gravel which has passed a screen with a mesh 
of I inch, and which remains upon a screen with a 
clear mesh of f of an inch, and above this shall be 
placed 2j inches of broken stone or gravel, which 



FILTER GRAVEL AND SAND. 



495 



Proximity to 
Walls. 



Selected for 
Joints. 



Quality 



has passed a screen with a mesh of f of an inch, and 
which is coarser than the ordinary sand, and entirely 
free from fine material. The exact depth of the var- 
ious layers and the meshes of the various screens 
may be varied somewhat, and the Contractor will be 
allowed to make such reasonable changes as will al- 
low the material to be handled economically and to 
the best advantage, but before making any changes 
he shall consult with the Engineer, and no change 
shall be allowed which will in any way interfere with 
the efficiency of the filter. 

Gravel shall not be placed within 6 feet of the 
inlet or outlet chambers, nor within 2 feet of the out- 
side or cross-walls, these spaces being reserved for 
filling with sand. 

In case the gravel used for the lower layers 
should contain any material so fine that pieces might 
enter the joints of the drain pipe, the Engineer may 
order coarser material to be selected from the gravel 
or broken stone and to be placed about the joints, 
the quantity of such material not to exceed i cubic 
foot per joint. 

The gravel for all of the layers ma^^ be broken 
trap rock screened to the proper sizes, or gravel ^ 
screened from sand and gravel banks of a sandy 
nature. Gravel screened from hard pan or clayey 
material cannot be sufficiently cleaned. The gravel 
shall not contain more than a very small amount of 
shale or limestone. The gravel shall be washed en- 
tirely free from fine material so that water passing 
through it or agitated in contact with it will remain 
substantially clean. No dirt or foreign matter of 
any kind shall be allowed to enter the filters after 
beginning to place the gravel and any gravel made 
dirty in any way after placing shall be at once re- 
moved and replaced to the satisfaction of the En- 
gineer. 

(164) The price bid per cubic yard for filter Payment 
gravel includes the screening, washing and placing 
of all of the different grades above enumerated, no 
deduction being made for the space occupied by the 
underdrains. . 

Filter-Sand in Place. The filter-sand shall be 
clean, river, beach or bank sand, with either sharp 
or rounded grains. It shall be entirely free from 
clay, dust or organic impurities, and shall, if neces- 
sary, be washed to remove such materials from it. 



Quality. 



496 



COMPLETE SPECIFICATIONS. 



The grains shall, all of them, be of hard material 
which will not disintegrate and shall be of the fol- 
lowing diameters : — Not more than one per cent., by 
weight, less than 0.13 of a millimeter nor more than 
ten per cent., less than o.27 of a millimeter; at least 
ten per cent., by weight, shall be less than 0.36 of a 
millimeter, and at least seventy per cent., by weight, 
less than one millimeter, and no particles shall be 
more than five millimeters in diameter. The diameter 
of sand grains will be computed as the diameters of 
spheres of equal volumes. The sand shall not con- 
tain more than two per cent., by weight, of lime and 
magnesia taken together and calculated as carbo- 
nates. In all other respects the sand shall be of a 
quality satisfactory to the Engineer. The Contrac- 
tor shall take adequate precaution to prevent foreign 
or polluting material from becoming mixed with the 
sand, and shall protect the sand from such maferial 
until the final acceptance of the work or until the 
filters are put in operation. 

Samples of sand fulfilling the above require- 
ments may be seen in the ofiices of the Engineer, and 
he will examine samples of sand submitted by in- 
tending bidders and advise them whether or not they 
are suitable. 

The filter-sand shall be placed in the filters in 
four layers, each layer to be about one foot thick, 
and the sand shall not be dropped from a height into 
final position or otherwise unduly compacted. The 
three first layers may be filled in to only approximate 
depths and the surfaces need not be smoothed. The 
final layer shall be brought to a true and even grade, 
and the surface left smooth and uniform, and such 
allowance shall- be made for settlement as the Engi- 
neer may direct. 

The price bid per cubic yard for filter sand, in- 
cludes securing, transporting and placing the sand, 
together with all screening, washing or other clean- 
ing which may be necessary to make it conform to 
the above requirements, and the final measurement 
shall be made in position after settling one week with 
water and with the filter in operation. A. H. 

188. Specifications and Contract for Architect's 
Services. The city of New York has found it advisable to pre- 
pare a form of Specifications and contract for tlie engagement 



Samples Ex- 
amined by 
Engineer. 



Placing in 
Layers. 



Payment. 



CONTKACT FOR AKCHITECT^S SERVICES. 



497 



Words 
Defined. 



of the services of architects. Modern building construction 
has become so compHcated and involves of necessity professional 
services of so many kinds that it requires a very clear and 
specific understanding between the owner and the architect as 
to the exact duties of the latter. This understanding is usually 
limited to a more or less informal agreement which is often riot 
reduced to writing. As a result there are very frequently ser- 
ious misunderstandings between the owner and the architect 
as to his duties and obligations, and the time has evidently 
arrived when a regular form of agreement should be entered 
into between these two parties. Evidently a similar form might 
be employed in the engagement of an engineer when his re- 
muneration consists in a fixed percentage of the cost of the 
work. The following form of contract has been prepared 
under the direction of Professor Waite, who is himself a well- 
known authority on the law of engineering contracts. Omit- 
ting the provisional introductory forms and the final official 
certificates, the document is as follows : 

1. That wherever in this agreement the phrase 
"party of the first part" or the word "City," or the 
words "Commissioner (s)," "President," or "Board," 
or a pronoun in the place of either of them is used, 
the name or names shall be deemed and taken to 
mean and intend the party of the first part to this 
agreement. 

2. That wherever in this agreement the word 
Architect (s), or a pronoun in its place, is used, the 
same shall be deemed and taken to mean and intend 
the party of the second part to this agreement. 

3. That the said Architect (s) will, at their 
own proper cost and expense, by or before the .... 

.... day of , 190. ., furnish to the said 

Commissioner (s) preliminary studies, sketches and' 
drawings, consisting of general plans of each floor 
and general elevations and cross-sections, with gen- 
eral outlined specifications sufficient to show general 
character, construction and interior finish of the pro- 
posed building or structure, together with an esti- 
mate of the cost of the said building or structure, 
as in said drawings and specifications set forth and 
described, which said preliminary drawings and 
specifications shall be submitted to the said Commis- 
sioner (s) for his or their approval, and that if the 



Preliminary 
Drawings to 
be Submitted 
for Approval. 



498 



COMPLETE SPECIFICATIONS. 



Drawings and 
Specifications 
for Bids or 
Estimates. 



Deuils. 



Pipes, Con- 
duits, etc., to 
be Shown. 



said preliminary drawings, specifications and esti- 
mates herein described are not satisfactory to said 
Commissioner and approved by him, then the said 
Architect (s) shall and will revise and correct said 
plans, elevations, sections and specifications so that 
they shall conform to the suggestions, criticisms and 
requirements of the said Commissioner (s), and so 
that the estimate and cost shall be well within the 
appropriation or funds available for the said building 
or structure. 

4. That the said Architect (s) will thereafter, 
at their own proper cost and expense, and within 
days after the approval by the Commis- 
sioner (s) of the said preliminary drawings and 
specifications (or the revisions thereof), provide and 
furnish to the said Commissioner (s) complete plans, 
elevations, sections and drawings of the exterior and 
interior, and complete working drawings with con- 
struction details sufficiently shown, and with figured 
dimensions given as shall, with the specifications fur- 
nished and hereafter required, enable prospective 
bidders and contractors to prepare and. make accur- 
ate and reliable estimates of the quantities, quality 
and character of the several kinds of labor and ma- 
terials required to erect and complete the said build- 
ing, structure, works, plan, apparatus or equipment 
in a first-class workmanlike manner and for the pur- 
poses and uses intended. 

5. That thereafter and during the erection and 
construction of the above, entitled work the Archi- 
tect (s) shall fulrnish all the detail and working plans, 
models, drawings and sketches necessary and proper 
to enable the builder or contractor to provide the 
materials and apparatus and to build, erect, construct 
and complete the whole structure contemplated and 
comprised in the above title in a good, prompt, effi- 
cient and satisfactory manner ; such plans and draw- 
ings to include all the various parts and portions of 
the building, structure, works, plant, apparatus and 
equipment, and all features of decoration and orna- 
mentation desirable and proper to make it an artistic 
architectural, or engineering production. 

6. That such plans and drawings shall include 
complete detail and working plans, elevations and 
sections, which shall show not only all structural 
features, ornamentation and decoration, but also all 
air, g:as> steam, hot and cold water, refrigerating, 



CONTKACT FOK AECHITECT^S SERVICES. 



499 



power, heating, ventilating, sanitary and electtic 
pipes or conduits, with all connections, valves, gates, 
switches, cut-outs, etc., and the location of all appli- 
ances and machines operated and supplied thereby; 
with arrows or indexes to show the directions of the 
currents therein when the plant is properly working. 

7. That six sets of blue or sun prints of such sets of 
plans, elevations, sections and drawings shall be fur- ^^''^^^^^^s. 
nished to the Department or Board for its use for 
bidders and contractors during the period that the 
above-entitled work is being advertised, and until 

the contract (s) therefor shall have been let or 
awarded, and that one set shall be furnished and 
delivered to the said Department or Board for its 
uses and purposes during the erection and construc- 
tion of the works, and three complete sets of such 
plans, elevations and drawings of the said works 
shall be furnished to the Contractor (s) having in 
charge the particular work for which they are or 
were designed and made; and upon the final com- 
pletion of the building, structure, works and appli- 
ances, the said Architect (s) shall furnish to the said 
Department or Board a complete set of plans, eleva- 
tions and sections revised and corrected so as to 
agree and conform to all material changes and altera- 
tions that shall have been made, so that such plans, 
elevations and sections shall show the exact dimen- 
sions, shapes and locations of the said building, 
structure, works, plant or apparatus as it or they 
shall have been actually built and completed. 

8. That the Architect (s) shall give their per- 
sonal attention to the preparation and completion of 
the plans, and to the erection and completion of the 
said work, and that only competent and skillful arch- 
itects and engineers, draughtsmen, superintendents 
and inspectors shall be employed upon such plans 
and drawings and about the said work. 

9. That the said Architect (s) shall not engage, 
employ or require the builder or contractor, or any 
sub-contractor to furnish any part or portion of this 
work, which is the subject of this employment, to 
prepare, provide or furnish any of the specifications, 
computations, plans and detail or working drawings, 
for or on account of the said building, structure, 
works or apparatus, or any portion thereof, but shall 
undertake, perform and furnish such services and 
provide such sketches, plans, details and other work- 



Personal 
Services. 



Builders and 
Sub-Coii- 
tractors not 
to be Em- 
ployed. 



500 COMPLETE SPECIFICATIONS, 

ing drawings, as shall be required for the erection, 
construction, decorations and ultimate completion 
and operation and use of the said building, struct- 
ure, works or apparatus, at his own cost and ex- 
pense; but that nothing herein contained shall re- 
lieve the contractor from providing and furnishing 
all shop-drawings, templets, reverse templets, pat- 
terns, forms, moulds, models, tackle, etc., necessary 
and proper for the prompt, successful and rapid pro- 
gress and early completion of the said building, 
structure, works, plant, apparatus and equipment. 
Compiete^^^^ 10. That the said Architect (s) shall prepare, 

peci ca . pj,Q^j^g ^^^ furnish full and complete specifications 
in detail for the above entitled works, which shall 
describe the different parts and portions of the build- 
ing, structure, works, plant, apparatus or equipment 
proposed and all the several kinds of materials, parts 
' and members thereof, and the manner and method 

to be adopted and employed for working, developing, 
erecting, constructing and fully completing the var- 
ious parts and portions of the works, so as to carry 
out the intent and purpose for a complete structure 
for the uses and purposes for which it is. intended. 
Materials, etc., n. That such Specifications shall not describe 

to be escri c • j^^|.gj.j^|g ^^^^ apparatus and equipment in the names 
of patentees, manufacturers and dealers who have a 
monopoly therein, but shall describe and specify ma- 
terials, furnishings, equipment and process in such 
a manner and by such descriptions, designs, tests, 
requirements and specific results that they may be 
purchased and obtained in open, competitive market : 
and as shall not violate the provisions or spirit of 
section 1554 of The Greater New York Charter. 
Property g^" 12. That the said drawings, including the 

rawings. pj^j^g^ elcvations and sections, and the specifications 
prepared, provided and furnished by the said Archi- 
tect (s) are instruments of service, such original 
plans and drawings and original specifications are 
to be and shall be taken to be and remain the prop- 
erty of the said Architect (s), who reserve and retain 
all'rights to the incorporeal designs exhibited therein 
and thereon. 
Supervision, 13. That the said Architect (s) from the begin- 

PnlpecK''" ning of the work described shall take full charge and 
supervision of the building, structure, plant, works, 
apparatus and equipment and shall furnish neces- 
sary and proper instructions, directions and draw- 



CONTRACT FOR ARCHITECT'S SERVICES. 50] 

ings to the contractor, his superintendents and fore- 
men, and shall obtain and secure a first-class, work- 
manlike job in every particular; that he or they will 
inspect, examine, test and accept or reject all ma- 
terials of construction provided, furnished and de- 
livered for and to be used in or to become a part of 
the said building, structure, works or apparatus, 
whether such materials be crude or wrought, finished 
or ornamented materials, and will examine, inspect 
and accept, approve or reject, all the workmanship, 
skill, artistic or otherwise, that is furnished for or 
wrought upon or into the said building, structure or 
works, and so far as they conduce to the architect- 
ural, artistic or engineering features or the stability 
or permanence of the works as the said materials or 
work may or may not conform strictly to the con- 
tract, specifications and plans and to good and work- 
manlike construction, that he or they shall refuse, 
reject and require to be removed all materials or 
work which do not fully comply with the specifica- 
tions, contract, plans and drawings prepared there- 
for, and will require that they be replaced by mater- 
ials and work which shall conform to and with the 
said contract, specifications, plans and drawings and 
that are proper, appropriate and necessary to a com- 
plete and first-class, workmanlike job. 

14. That the said Commissioner (s) may desisf- |"iiding 
nate or appoint a building superintendent for the ent. 
general supervision and inspection of the work and 

such inspectors as may to him seem necessary for 
the proper inspection and supervision of the work 
to enable the Commissioner (s) to properly certify 
to the satisfactory progress and completion of the 
work and to the payments under the contract there- 
for, by and on behalf of the City. That the said 
Architect (s) will furnish to such building superin- 
tendent and inspectors all information and assist- 
ance necessary to enable them to properly inspect 
and report upon any work or materials furnisTied 
for and wrought into the building, structure, works, 
plant, apparatus or equipment. 

15. Generally, that the said Architect (s) will ^enaSn^"' 
furnish and perform all those services required for 

the erection and construction of the building or 
structure and plants, and the heating, lighting, 
power, including ventilation, sanitary and electrical 
arrangements and appliances, and will supervise and • 



502 



COMPLETE SPECIFICATIONS. 



Employment 
of Specialists. 



Lines and 
Levels. 



Fees or Com- 
pensation. 



direct and promote the erection and completion for 
use and occupation of the said building, structure, 
works and plant of which this contract is the subject. 
i6. That the said Architect (s) will at their 
own cost and expense secure and engage the services 
of such engineering or architectural specialists as 
they may require or as may be necessary and proper 
to skillfully and properly design, plan, adapt and 
adjust the various heating, Hghting, power, ventilat- 
ing, sanitary, electrical, elevator, etc., plants, appara- 
tus and equipment for the said building, structure 
or works or for the ornamentatio.n and decoration 
thereof, and that the said designs, plans and speci- 
fications for such heating, lighting, power, ventilat- 
ing, sanitary and electric elevator plants or equip- 
ment shall, in the discretion of the Commissioner (s), 
be submitted to and reported upon by some inde- 
pendent consulting engineer of experience and repu- 
tation, to be selected and determine by the Commis- 
sioner (s), President or Board, which said consult- 
ing engineer shall be paid for his services by the said 
Department or Board of the City. 

1 7. That the said Architect (s) shall and will 
design, plan and conduct their work with reference 
to and in strict conformity with the lines, levels and 
grades given and determined by the City Surveyor, 
who shall be selected by the said Commissioner (s) 
to give and determine the same. 

1 8. That the City hereby retains and employs 
the said Architect (s) to perform the aforesaid ser- 
vices, and for and in consideration thereof and of 
the observance and performance of the conditions 
and stipulations herein contained, it agrees to pay to 
the said Architect (s) in full compensation therefor 
the following fees or prices : 

(a) Five per cent. (5 per cent.) upon the total 
cost of the building, structure, works, plant, appara- 
tus or equipment, including all fixtures necessary to 
render the building, structure, works or apparatus 
fit for occupation or use, but not including furniture 
or fixtures, nor the heating, lighting, ventilating, 
electrical, sanitary or elevator equipment, plant or 
apparatus which are not or shall not be designed and 
supervised by the said Architect (s). 

(b) That no special rate for monumental or 
decorative work or for designs for furniture, cases 
or apparatus in excess of the general compensation 



CONTRACT FOR ARCHITECT'S SERVICES. 



593 



of five per cent. (5 per cent.) upon the cost thereof 
shall be charged, and that no extra charge shall be 
made for mural or ceiling decorations, any custom 
of Architect (s) to the contrary notwithstanding. 

(c) That the fees of consulting architects and 
enofineers above referred to who mav be retained and 
employed by the Commissioner (s) to examme, re- 
vise and report upon the said designs, plans, draw- 
ings and specifications of the said Architect (s), as 
hereinbefore provided, shall be paid by the City and 
not by the said Architect (s). 

19. That the party of the first part shall pay 
to the said Architect (s) for partial service as in case 
of the abandonment or suspension of the work, as 
follows : 

(a) For preliminary studies and sketches, con- 
sisting of drawings, such as ground plan and gen- 
eral elevation and perspective view of exterior, a 
fee of one per cent, (i per cent.) of the proposed or 
estimated cost of the work upon the completion and 
delivery of such preliminary studies, sketches, etc., 
the amount so paid to be credited on the total com- 
mission of five per cent. (5 per cent.) of the actual 
cost, whether the estimated cost of the building prove 
greater or less than the actual cost. 

(b) For a full set of preliminary drawings, in- 
cluding such preliminary studies or sketches, etc., and 
such additional elevations, plans, sections, general 
working drawings, specifications and details as are 
or may be necessary to make a close estimate of the 
full cost as provided in sections (3) to (11) of this 
agreement as shall be necessary for advertising and 
inviting bids or estimates from contractors for the 
undertaking of the erection, construction and full 
completion thereof, a fee of two and one-half per 
cent. (21 per cent.) of the price or sum at which the 
contract is awarded, or if the award be delayed for 
more than sixty days, then of the estimated cost. 

(c) For all details, working-drawings and 
models necessary and proper for the working, finish- 
ing and decorating of all materials, stuffs, members 
and parts and for their incorporation and adjust- 
ment and for the skillful construction, erection and 
ultimate completion of the building, structure, works, 
plant, apparatus, and equipment, .a fee of one per 
cent, (i per cent.) 

33 



Fees for Par- 
tial Services. 



Preliminary 
Studies. 



Drawings, 
etc., for Bids. 



Details. 



504 



COMPLETE SPECIFICATIONS. 



Basis of 
Charges 



fndYnspecUon. (^) ^^^ ^^^ serviccs performed in the Inspec- 

tion, testing, acceptance and rejection and re-accept- 
ance of materials and work, including the general 
supervision and direction, and including all super- 
vision, direction and instruction to the contractor (s) 
or his representatives, as may be necessary for the 
ultimate, final and full completion of the work, and 
the determination of all questions and disputes, as 
herein provided, the balance of one and one-half per 
cent, (ij per cent.) 

20. That the said entire fee shall be paid upon 
the actual cost of the building, structure, works or 
apparatus, and that no additional charge shall be 
made for alterations and additions to or in the con- 
tract and plans or for any additional time or services 
whatever, which is required for such alterations or 
changes either in the specifications or plans or in the 
building, structure, works, plant, apparatus or equip- 
ment itself, except and only upon a written supple- 
mental agreement by and between the parties hereto, 
in which the said additional compensation shall be 
fixed and determined. That no allowance shall be 
made for traveling expenses to or frorn the works, 
or in connection therewith, and that no additional 
or extra charges shall be made or allowed for any 
professional consultations or conferences, either with 
the said Department or Board or with any other De- 
partment of the City, for and in connection with the 
said work, or with the professional or consulting 
engineers and architects in regard thereto. The 
compensation herein agreed upon shall Include all 
fixtures necessary to render the building, structure, 
works, plant or apparatus fit for occupation and use, 
but that no extra compensation shall be asked or 
allowed for furniture or other articles, unless they b-: 
designed by the Architect (s) and erected or placed 
under his Inspection and direction at the express re- 
quest of the said Commissioner (s) or by resolution 
of the said Board. 

21. That the above fees shall cover all profes- 
sional advice and services required by the said archi- 
tect (s) in the design, erection, construction and com- 
pletion of the said building, structure, works, plant 
or apparatus, and also all conferences, hearings and 
meetings necessary and proper to determine any 
questions or disputes between the contractor or sub- 
contractors and the said party of the first part, and 



Conferences, 
Hearings, etc. 



CONTKACT FOR ARCHITECT'S SERVICES. 



505 



which questions and disputes it may be provided 
shall be heard and determined by the Architect (s) 
in the contracts between the said party of the first 
part and the said contractor (s). 

22. That payments to the said Architect (s) 
shall be made as his work progresses, and at suc- 
ceeding stages of the work as follows : Upon the 
completion and delivery of the said plans, elevations, 
sections, general working drawings with construct- 
ive details sufficiently shown, and the dimensions 
figured to enable bidders or contractors to prepare 
accurate and reliable estimate of the cost thereof, 
and the completion and delivery of full and complete 
specifications for all branches and classes of work 
necessary to the full and ultimate completion, use 
and occupation of the said building and structure, as 
provided in Clause 19 (b), two and one-half per cent. 
(2^ per cent.) ; upon the completion of all details, 
working drawings, plans, sections and models, as 
provided in Clause 19 (c), one per cent, (i per 
cent.), and upon the completion of said building, 
structure, works, plant, apparatus and equipment and 
their final acceptance by the City, one and one-half 
per cent.), or the balance that may be due and owing 
of the full ,fee or percentage of the actual cost. 

23. That if, at any time, the said Architect (s) 
shall abandon or unreasonably delay the preparation 
and completion of the plans, elevations, sections, 
details and working drawings, and the complete speci- 
fications, within the time herein specified, or as may 
be required by the said Commissioner (s) and as 
may be necessary or proper to enable the contrac- 
tor (s) to prosecute the said building, structure, 
works, plant, apparatus or equipment with dispatch 
and reasonable safety so as to insure its completion 
within the time designated in the contract therefor, 
the said Commissioner (s). President or Board shall 
have the power to notify the said Architect (s) to 
discontinue all services and work provided for under 
this contract, by written notice to be served upon the 
said Architect (s) either personally or by leaving the 
same at their residence, and thereupon the said Ar- 
chitect (s) shall discontinue the said services or such 
part thereof as the said Commissioner (s) may desig- 
nate, and the said Commissioner (s) shall have the 
power to employ other architects, by contract or 
otherwise, as he may deem advisable to perform and 



Time and 
Manner of 
Payment. 



Abandon 
ment or 
Delay. 



Power to 

Employ 

Others. 



506 



COMPLETE SPECIFICATIONS. 



Delivery of 
Plans, etc., in 
Case of Aban- 
donment, De- 
lay or Death. 



Suspension. 



Officers of City 
Not Bound 
Personally. 



complete the said services and work herein described, 
or such part thereof as he may deem necessary, and 
the remuneration, pay or fees of the said Architect (s) 
shall be determined by the scale of prices or fees 
herein given, it being expressly agreed and under-* 
stood that the said Architect (s) shall be paid only 
such fees as they shall have fully earned, and as shall 
be due and owing under the express terms of this 
agreement. That whenever the City or its appropri- 
ate officer (s) shall act under this clause, or in the 
event of the death of the Architect (s), all drawings, 
plans, elevations, sketches, sections and models and 
all specifications, estimates, measurements and data 
pertaining to the building, structure, works, plant, 
etc., or prepared for them under the terms of or in 
fulfillment of this contract, shall be delivered within 
twenty days to the said Commissioner (s), President 
or Board, or to his or its authorized agent, and if the 
said Architect (s) shall fail or refuse, upon demand 
being made, to so deliver said instruments, estimates 
and data, then the said Architect (s) shall forfeit all 
rights to any further compensation under this con- 
tract for or on account of any services, rendered or 
to be rendered. 

24. That if,' for any reason, it becomes neces- 
sary to postpone, suspend, delay or abandon the 
building, structure, works or apparatus for which 
these services are engaged and employed, then the 
said Architect (s) shall be paid only such fees as 
they shall have fully earned, and as shall be due and 
owing by the express terms of this agreement, and 
such postponement, suspension, delay or abandon- 
ment shall not give any cause of action for damages 
or for extra remuneration to the said Architect (s). 

25. That the payments herein provided for arc 
to be made out of the moneys provided by the party 
of the first part, for the construction, erection and 
completion of the above entitled building, structure, 
work, plant or apparatus, and that these presents do 
not bind the said Commissioner (s) individually to 
make any payment or payments hereunder or on ac- 
count hereof. That his or their action in the prem- 
ises is binding upon the said City and its successors, 
and the fund hereby created for such purpose, in 
conformity with the statutes and The Greater New 
York Charter, and the acts in addition and supple- 
mental thereto, or any amendments thereof, and un- 



CONTRACT FOR ARCHITECT'S SERVICES. 



507 



der which said Commissioner (s) was or were ap- 
pointed, and under and by virtue of which he or they 
acted in these premises. 

26. That the Architect (s) will be responsible 
for all claims made against the said City for any in- 
fringements of copyright or patent-right for or on 
account of the adoption and use of any designs, plans, 
drawings or models furnished by the said Archi- 
tect (s) and used in the construction or decoration of 
the said building, structure or works, plant or appar- 
atus. 

27. That this contract shall not be binding or 
of any force unless the Comptroller of The City of 
New York shall indorse hereon his certificate that 
there remains unexpended and imapplied, as provided 
in The Greater New York Charter, a balance of the 
appropriation or fund applicable thereto sufficient to 
pay the estimated expense of executing this contract, 
as certified by the officers making the same. 

28. That the cost of the said building, works 
and apparatus designed, planned and illustrated, in- 
cluding the Architect's fees and the cost of necessary 
surveys and inspection, shall be kept well within the 
sum of ($ ). 

29. That it is understood and intended by the 
parties hereto, that the party of the second part shall 
provide and furnish the personal services of 



Copyright. 



Charter, 
Section 149. 



Cost to be 
Limited. 



Personal 
Services. 



and that this contract may not be assigned, sublet or 
transferred, without the express consent in writing 
of the said Commissioner (s). President or Board. 

In witness whereof, the said The City of New 
York has, by the said Commissioner (s), executed 
this contract on behalf of the said party of the first 
part and the said party of the second part has exe- 
cuted this contract the day and year first above 
written, and the said parties hereto have executed 
this agreement in triplicate, one part of which is to 
remain with the said Commissioner (s), one other is 
to be filed with the Comptroller of The City of New 



Execution. 



508 COMPLETE SPECIFICATIONS. 

York, and the third is to be delivered to the said 
party hereto of the second part the day and date 
herein first written above. 

;.[l. s.] 

Sigrnatures. Coinmisswner{s) . 

[L. S.] 

President. 

[L. S.] 

Secretary. 

[L. S.]' 

Architect (s). 
(Seal.) 

J. C. W. 



CONTRACT BOND OR SURETY. 509 

CONTRACTOR'S BONDS. 

189. Contract Bond or Surety. It is a very general 
custom in all important work to require the contractor to fur- 
nish a bond for the faithful and complete performance of his 
contract. Sometimes these bondsmen or sureties sign with the 
contractor, as in the case of the St. Louis contracts, exemplified 
in article i68. It is more usual, however, to make this bond a 
separate document, following immediately the signatures of the 
contract itself. 

Bonds are always executed under seal, and are therefore 
special contracts, since the bondsmen are not usually paid a 
consideration for the service rendered, and a sealed contract 
does not require a consideration to enforce it. 

In case the original contract and specifications are deviated 
from in the execution of the work to any material extent, with- 
out the consent of the bondsmen, these latter are thereby 
released from their bond. Since such changes are nearly always 
made in the execution of engineering work after the contracts 
are signed, and since these are usually made without consulting 
the bondsmen, these latter are as a rule thereby released from 
all obligations, and the bond becomes of no effect. Even 
though the bondsmen be consulted in the matter of changes, 
they are not obliged to give their consent, and usually perhaps 
would not, in which case material changes could be made only 
by releasing the bondsmen. 

To provide for such changes, without releasing the bonds- 
man, the following clause may be added: 

And the said suret . . . hereby stipulate . . . a7id agree . . 
that no change^ extension^ alteration or addition to the terms 
of the contract or sfecijicatioiis shall in any wise affect .... 
obligation on this bond. 

The form of bond given below is that used by the city of 
Boston, and may be taken as a general type of such a docu- 
ment. 



510 contkaotor's bonds. 

CONTRACT BOND OR SURETY. 

Know all Men by these Presents^ 
That we „ 



are held and firmly bound unto the City of Boston, in the sum 
of „ 



dollars to be paid to the City of Boston, or its certain attorney, 
its successors and assigns, for which payment, well and truly to 
be made, we bind ourselves, our heirs, executors, and adminis- 
trators, jointly and severally, firmly by these presents. 

The Condition of this obligation is such that 
if the above-bounden 



shall well and truly keep and perform all the terms and condi- 
tions of the foregoing contract for excavation for stripping and 
shallow flowage and for building two roads, at Basin No. 5, in 

Southborough, on part to be kept and performed, and 

shall indemnify and save harmless the said City of Boston, as 
therein stipulated, then this obligation shall be of no effect; 
otherwise it shall remain in full force and virtue. 

In Witness Whereof^ we hereto set our hands and seals on 

this day of in the year eighteen hundred 

and ninety four. 

.^.... [Seal . ] 

- [Seal . ] 

_ [Seal.] 

». [Seal.] 

[Seal . ] 

Signed and Sealed in presence of 



INDEMNITY BOND. 511 

190. Indemnity Bond. The following is a common 
form of bond to cover all liens which may arise from a failure 
of the contractor to pay for his labor and materials. 

Know all Men by these Presents : That of 

as principal, and of as surety, are held and firmly 

bound unto the in the penal sum of dollars, to 

the payment of which well and truly to be made we bind our- 
selves, our heirs, executors, administrators and assigns firmly by 
these presents. 

Signed this day of 189 — . 

The Condition of the above Obligation is such that: 

Whereas, the said has this day entered into a con- 
tract in writing with the said for the grading and con- 
struction of a certain with ditches, roadways, and other 

works connected therewith, as more specifically set forth in said 
contract: 

Now, Therefore : If the said shall well and 

truly perform his part of said contract, and each and every cov- 
enant and agreement therein contained, and shall indemnify 

and save harmless the said from and against all damages 

which it may sustain by reason of liens for labor and materials 
furnished for s^aid work, or by reason of the failure of said 

to pay the wages and earnings of any of the 

laborers or mechanics employed by him as such contractor, in 
and about said work; or by reason of his failure to pay for any 
materials, provisions or goods of any kind furnished, or by 
reason of any just debts incurred in carrying on said work ; and 

if the said shall pay to the said all sums of 

money, darpages, or costs and expenses which it may be com- 
pelled to pay, or which it may sustain by reason of his failure 

as aforesaid, and if the said shall pay all laborers, 

mechanics and material men, and persons who may have sup- 
plied provisions or goods of any kind, all just debts due to such 
persons, or to any person to whom any part of such work was 
given, then this obligation shall be void, otherwise of full force 
and effect. 

[Seal.] 

[Seal.] 



512 COMPLETE SPECIFICATIONS. 

APPENDIX A. 

PRELIMINARY SURVEYS AND EXAMINATIONS FOR BRIDGE 

RENEWALS. 

The following Instructions to Assistant Engineers are 
used by the engineer of bridges and buildings on the C. , M. & 
St. P. R*y, and are inserted here as an illustration of the scope 
and character of the inquiries and investigations necessary for 
an intelligent solution of the problem in hand. It is only by 
means of such complete and detailed information that all future 
contingencies can be foreseen and provided for, so that there 
shall be no * 'unexpected'* to happen. It is a common saying 
that "the unexpected always happens." In good engineering, 
**It is only the unexpected which can happen/* since what was 
anticipated has been fully provided against. In the best engi- 
neering designs, however, every possible contingency has been 
foreseen and provided for, so there is no unexpected left which 
can happen, and hence security and permanence are assured in 
advance. The following instructions are a good illustration of 
this kind of preliminary survey of the problem which puts the 
engineer in a position to perfectly fit the design to all the con- 
ditions of the problem : 

Instructions to Assistant Engineers in Regard to Surveys for 

the Renewal of Wooden Bridges with Perma' 

nent Structures, 

(i) Gather information from the chief engineer's office 
and from the office of the engineer and superintendent of 
bridges and buildings relative to the grade, alignment, right- 
of-way for embankment and borrow pits, second track con- 
struction, contracts relating to crossings or cattle passes, recom- 
mendations already made by others as to style of reconstruction 
and any other matters that are liable to have a bearing on work 
in question. 

(2) Determine the elevation of base of rail above an 
assumed datum across the bridge and for a distance of 1,000 
feet on each side of it, at intervals of 100 feet, or less when the 
irregularities of the track make it necessary. 

(3) Consider the question of changing grade and note 
the kind, condition and depth of ballast as well as other points 



SURVEYS FOR BRIDGE RENEWALS. 51^ 

that will assist in determining the expense and practicability of 
making a change. 

(4) Obtain particularly notes of the ground surface that 
will be covered by the proposed structure or embankment, by 
determining its elevation on the center line of bridge and when 
necessary on each side of same. These heights may be meas- 
ured from the base of rail at each bent or panel point but should 
refer to the datum used in the survey, and additional notes 
should be made of intermediate irregularities that would con« 
cern the height of pedestals located between bents. 

(5) Establish and note two bench marks on solid objects, 
conveniently located, one each way from the bridge, and which 
are unlikely to be disturbed during the construction of the per- 
manent structure. For ordinary cases a track spike driven in 
a telegraph pole will be suitable. 

(6) Note the alignment of the track at the structure and 
consider whether there is any evident reason for changing same. 

(7) Consider the question of second track construction as 
concerning any change in alignment or in location of bridge. 
Conclude on which side of the present track the second track 
should be constructed and make note of the grounds for your 
conclusion. 

(8) When track across the bridge or near the bridge is 
curved make full notes of elevation of outer rail. If the point 
of curve is so located that the elevation of outer rail on bridge 
is varying, determine by eye the location of point of curve 
and of the point where the elevation is commenced. On iron 
bridges the elevation should be constant when practicable. 

(9) Take notes for a sketch of the water course for a 
sufficient distance on each side of the bridge, to determine 
whether a change in location of channel or an improvement in 
the channel is advisable, and indicate your recommendations in 
this regard, remembering that the most favorable condition for 
a bridge is usually a deep channel at right angles to the railway 
for some distance above and below the bridge. Contours in 
the immediate vicinity of the bridge should be sketched in. 
Ordinarily this can be done with sufficient accuracy by the eye, 
or by taking a few offsets. 

(10) Ascertain the nature of foundations, whether soft, 
requiring pile foundations, or of sand, or of hard clay, or of 
rock. Reports should state the character, depth and dip of the 
strata. 

(11) Ascertain present, ordinary and extreme high water 
marks. Inquire into cause of high water ; whether by ordinary 
heavy rains, by water-spout, by damming from accumulations 
of drift or ice, or by overflow from other water courses, or 
from other causes which may be apparent. 



514 COMPLETE SPECrPICATIONS. 

(12) Note the probability of ice, drift-wood, hay, corn- 
stalks, fencing, etc., lodging against the proposed iron bridge. 

(13) Take notes of the size of channel, area of waterway 
required, direction of current, etc. 

(14) Ascertain if there is to be provided under the 
bridge a public or private roadway, wagon-pass or cattle-pass, 
with dimensions and conditions controlling the same. 

(15) If any portion of the bridge is to be filled, make an 
examination of the ground and state where the material can be 
obtained, and whether inside of the boundaries of the right-of 
way, or on land which will have to be purchased. 

(16) Ascertain whether any additional right-of-way is 
required for any purpose connected with the work, and if so 
note location and amount. 

(17) Examine as to a suitable location for a stone yard, 
and for the storing of piles, timber and iron-work ; also as to 
convenient locations for derricks and what provision will be 
required for suitable anchorage for derrick guys. 

(18) If the proposed reconstruction involves any ques- 
tion of purchasing land or privileges, report the situation with 
advice, but avoid conversation with property owners which 
would in any way interfere with relations that may be estab- 
lished later between them and an agent authorized to make 
purchases or settle claims. 

(19) Inquire as to the accommodations for boarding and 
lodging for workmen and how they can get to and from their 
work. 

(20) Inquire into the condition of train service at the 
location with regard to the frequency of trains and the speed at 
which they ordinarily run over the bridge. 

(21) If piles are to be driven, make your recommenda- 
tion as to whether they should be driven with a land or track 
driver, and if with a track driver, state the nearest side-track 
to which it must retreat for passage of trains. 

(22) Make preliminary estimates of the cost of the per- 
manent structure, taking your prices from the tables of cost of 
iron bridges and abutments which are furnished you and from 
them make your recommendation for the permanent bridge. 

(23) Make your recommendations as to the angles of 
piers and abutments, remembering that a square span is one in 
which its ends are at right angles to its longitudinal axis, and 
in a skew span the angle of skew is the enclosed angle between 
the end of the span and a line at right angles to its longitudinal 
axis. 

(24) Make your recommendation as to what riprapping 
is required, with the amount and method of using it. 



SURVEYS FOR BRIDGE RENEWALS. 515 

(25) Advise what is the best season of the year in which 
to do the work with reference to high water, ice, cold weather, 
interruption of traffic, facility for obtaining labor and material, 
etc. 

(26) Report any information you can obtain with refer- 
ence to using local material in the work, such as piles, timber, 
lumber, stone, sand, brick, etc. 

(27) Avoid confusing terms in your notes. For instance 
the term **base of rail" is preferable to '*g^ade.*' See B. & 
B., Rule 7 g. 

FINALLY. After obtaining information on the points 
hereinbefore mentioned and all other data which you can find 
within your reach, consider the question of renewal just as if 
you had to make the full decision and were responsible for 
building the best bridge with the greatest economy and least 
risk; and make your report in such shape that the draughting 
office will have all the instruction which it requires for making 
the plans. This information may be furnished in writing and 
on a profile and map, and you are cautioned that your work 
will be judged by your giving the fullest accurate information 
with the fewest notes and the least amount of drawing. 

O. B. 



TESTING OF HYDRAULIC CEMENTS. CI 7 



APPENDIX B. 

General Specifications for the Testing of Hy- 
draulic Cements, adopted by a Board of U. S. 
Engineer Ofiacers in 1901, and used by the Engineer 
Department of the U. S. Army.* 

TESTS TO BE MADE. 

For selecting- Portland and Puzzolan cement from among 
the brands offered, the Board recommends that the following 
tests be made: 

1. For fineness of grinding. 

2. For specific gravity. 

3. For soundness, or constancy of volume in setting. 

4. For time of setting. 

5. For tensile strength. 

For Natural cement we recommend the omission of tjie 
specific gravity and soundness tests. 

On the works the Board recommends simple tests when 
the more elaborate tests can not well be made. 

In determining the minimum requirements for cements 
given in the subjoined specifications we recognize that many 
cements that attain only fair strength neat and with sand in a 
short time and show marked gains of strength on further 
time will fulfill the requirements of the service, and that unusu- 
ally high tensile strength attained in a few days after gaug- 
ing is often coupled with a small or negative increase in 
strength in further short intervals. Unusually high tests in 
a short time after gauging should be regarded with suspicion, 
although some well-known brands of American cements show 
great strength in short-time tests and, so far as observed, are 
reliable in air and fresh water. Cement offered under such 
known brands should show their characteristic strength and 
other qualities or be suspected as spurious or adulterated, if 
not rejected, even though the minimum requirements of the 
specifications are met. The practice of offering a bonus or 
• free gift of money in addition to the contract price for cement 
testing above a fixed high point should be prohibited as unnec- 
essary, for cements so obtained are likely to be unsound in a 
manner not easily detected in the time usually available in 
testing. 

It is believed that most of the very high testing Portland 
cements have lime in excess, the effect of which is temporarily 

*The members of this Board were Malor Wm. L. Marshall, Maior Smith S. Leach, 
and Captain Spencer Crosby 



518 COMPLETE SPECIFICATIONS, 

masked by the use of sulphate of lime. Overlimed cements so 
treated are unfit for use in sea water. For such uses a chem- 
ical analysis should be required, and the quantity of sulphuric 
acid, as well as magnesia, be limitecl to a low percentage. It 
is not yet known that sulphate of lime in quantity less than 2 
per cent is injurious to cements to be used in fresh water or in 
air. It masks expansives that might ultimately cause the de- 
struction of the work, but it is not known whether this effect 
is permanent. Its addition is now deemed necessary to control 
time of setting. It makes a quick-setting cement slow setting, 
at the same time increasing tensile strength acquired in short 
time. 

MANIPULATION OF CEMENTS FOR TESTS. 

/. Fineness. 

Place 100 parts (denominations determined by subdivisions 
of the weighing machine used) by weight on a sieve with 100 
hofes to the linear inch, woven from brass ware No. 40, Stubb's 
wire gauge; sift by hand or mechanical shaker until cement 
ceases to pass through. 

The weight of the material passing the sieve plus the 
weight of the dust lost in air, expressed in hundredths of the 
original weight, will express the percentage of fineness. In 
order to determine this percentage the residue on the sieve 
should be weighed. 

It is only the impalpable dust that possesses cementitious 
value. Fineness of grinding is therefore an essential quality 
in cements to be mixed with sand. The residue on a sieve of 
100 meshes to the inch is of no cementitious value, and even 
the grit retained on a sieve of 40,000 openings to the square 
inch is of small value. The degree of fineness prescribed in 
these specifications (92 per cent) for Portland through a sieve 
of 10,000 meshes to the square inch is quite commonly attained 
in high-grade American cements, but rarely in imported 
brands. On the Pacific coast, where foreign cements only are 
in the market, this requirement may be lowered for the present 
to 87 per cent on No. 100 sieve. 

//. Specific Gravity. 

The standard temperature for specific gravity determina- 
tions is 62 degrees F., but for cement testing temperatures may 
vary between 60 and 80 degrees F. without affecting results 
more than the probable error in the observation. 

Use any approved form of volumenometer or specific grav- 
ity bottle, graduated to cubic centimeters with decimal sub- 



TESTING OF HYDKAULIC CEMENTS. 519 

divisions. Fill instrument to zero of the scale with benzine, 
turpentine, or some other liquid having no action upon cements. 

Take lOO grams of sifted cement that has been previously 
dried by exposure on a metal plate for twenty minutes to a 
dry heat of 212 degrees F., and allow it to pass slowly into the 
fluid of the volumenometer, taking care that the powder does 
not stick to the sides of the graduated tube above the fluid and 
that the funnel through which it is introduced does not touch 
the fluid. 

Read carefully the volume of the displaced fluid to the 
nearest fraction of a cubic centimeter. Then the approximate 
specific gravity will be represented by 100 divided by the dis- 
placement in cubic centimeters. 

The operation requires care. 

///. Setting Qualities and Soundness. 

The quantity of water and the temperature of water and 
air affect the time of setting. The specifications contemplate 
a temperature varying not more than 10 degrees from 62 de- 
grees F., and quantities of water given herein : 

For Portland cements use 20 per cent of water. 

For Puzzolan cements use 18 per cent of water. 

For Natural cements use 30 per cent of water. 

Mix thoroughly for five minutes, vigorously rubbing the 
mixture under pressure; time to be estimated from moment of 
adding water and to be considered of importance. 

Make on glass plates two cakes from the mixture about 
three inches in diameter, half an inch thick at middle, and 
drawn to thin edges, and cover them with a damp cloth or 
place them in a tight box not exposed to currents of dry air. 
At the end of the time specified for initial set apply the needle 
one-twelfth of an inch diameter weighted to one-fourth of a 
pound to one of the cakes. If an indentation is made the 
cement passes the requirement for initial setting, if no indenta- 
tion is made by the needle it is too quick setting. At the end 
of the time specified for "final set" apply the needle one twenty- 
fourth of an inch diameter loaded to one pound. The cement 
cake should not be indented. 

Expose the two cakes to air under damp cloth for twenty- 
four hours. Place one of the cakes, still attached to its plate, 
in water for twenty-eight days; the other cake immerse in 
water at about 7o degrees temperature supported in a rack 
above the bottom of the receptacle; raise the water gradually to 
the boiling point and maintain this temperature for six hours 
and then let the water with cake immersed cool. Examine the 
cakes at the proper time for evidences of expansion and distor- 

34 



520 COMPLETE SPECIFICATIONS. 

tion. Should the boiled cake become detached from the plate 
by twisting and warping or show expansion cracks the cement 
may be rejected, or it may await the result of twenty-eight days 
in water. If the fresh-water cake shows no evidences of swell- 
ing, the cement may be used in ordinary work in air or fresh 
water for lean mixtures. If distortion or expansion cracks are 
show^n on the fresh- water cake, the cement should be rejected. 
Of two or more cements offered, all of which will stand 
the fresh-water cake test for soundness, the cements that will 
stand the boiling tests also are to be preferred. 

IV. Tensile Strength. 

Neat Tests. — Use unsifted cements. Place the amount to 
be mixed on a smooth, nonabsorbent slab ; make a crater in the 
middle sufficient to hold the water; add nearly all the water 
at once, the remainder as needed; mix thoroughly by turning 
wdth the trowel, and vigorously rub or work the cement for 
five minutes. 

Place the mold on a glass or slate slab. Fill the mold with 
consecutive layers of cement, each when rammed to be one- fourth 
of an inch thick. Tap each layer 30 taps with a soft brass or 
copper rammer w^eighing i pound and having a face three- 
fourths of an inch diameter or seven-tenths of an inch square 
with rounded corners. The tapping or ramming is to be done as 
follows : while holding the forearm and wrist at a constant 
level, raise the rammer with the thumb and forefinger about 
half an inch and then let it fall freely, repeating the operation 
until the layer is uniformly compacted by thirty taps. 

This method is intended to compact the material in a man- 
ner similar to actual practice in construction, when a metal 
rammer is used weighing 30 pounds, with a circular head 5 
inches in diameter falling about 8 inches upon layers 'of mortar 
or concrete 3 inches thick. The method permits comparable 
results to be obtained by different observers. 

After filling the mold and ramming the last layer, strike 
smooth w^ith the trowel, tap the mold lightly in a direction 
parallel to the base plate to prevent adhesion to the plate, and 
cover for twenty-four hours with a damp cloth. Then remove 
the briquette from the mold and immerse it in fresh water, 
which should be renewed twice a week for the specified time 
if running water is not available for a slow current. If molds 
are not available for twenty-four hours, remove from the molds 
after final set, replacing the damp cloth over the briquettes. 
In removing briquettes before hard-set great care should be 
exercised. Hold the mold in the left hand, and, after loosen- 
ing the latch, tap gently the sides of the mold until they fall 
apart. Place the briquettes face down in the water trougti. 



TESTING OF HYDRAULIC CEMENTS. 521 

For neat tests of Portland cement use 20 per cent of water 
by weight. 

For neat tests of Puzzolan cement use 18 per cent of water 
by weight. 

For neat tests of Natural cement use 30 per cent of water 
by weight. 

Nearly all this water is retained by Portland cement, 
whereas only about one-third of the gauging water is retained 
by Puzzolan or Natural cements; from this it follows that an 
apparent condition of plasticity or fluidity that ultimately little 
injures Portland paste, very seriously injures Puzzolan or 
Natural mortars and concretes by leaving a porous texture on 
the evaporation of the surplus water. 

Sand Tests. — The proportions i cement to 3 sand are to be 
iised in tests of Puzzolan and Portland, and i cement to i sand 
in tests of Natural or Rosendale cements. Crushed quartz 
sand, sifted to pass a standard sieve with 20 meshes per linear 
inch and to be retained on a standard sieve with 30 meshes to 
the inch, is to be used. 

After weighing carefully, mix dry the cement and sand 
until the mixture is uniform, add the water as in neat mix- 
tures, and mix for five minutes by triturating or rubbing to- 
gether the constituents of the mortar. This may be done under 
pressure with a trowel or by rubbing between the fingers, using 
rubber gloves. The rubbing together seems necessary to coat 
thoroughly the facets of the sand with the cement paste. 

It is found that prolonged rubbing, when not carried be- 
yond the time of initial set, results in higher tests. Five min- 
utes is the time of mixing quite generally adopted in European 
specifications. The briquettes are to be made as prescribed for 
neat mixtures. 

Portland cements require water from 1 1 to 12J per cent by 
weight of constituent sand and cement for maximum strength 
in tested briquettes. 

Puzzolan, about 9 to 10 per cent. 

Natural, about 15 to i7 per cent. 

Mixtures that a first appear too dry for testing purposes 
often become more plastic under the prolonged working re- 
quired herein. 

In general, about four briquettes constitute the maximum 
number that may be made well within the time required for 
initial setting of moderately slow setting cements. 

Three such batches of sand mixtures should be made, and 
one briquette of each batch may be broken at seven and 
twenty-eight days, giving three tests at each period. At 
least one batch of neat cement briquettes should be made. 

If the first briquette broken at each date fulfills the mini- 



522 COMPLETE SPECIFICATIONS. 

mum requirement of these specifications it is not necessary- to 
break others which may be reserved for long-time tests. 

If the first briquette does not pass the test for tensile 
strength, *th en briquettes may be broken until six briquettes, 
two from each batch, have been broken at seven days, and the 
remaining six reserved for twenty-eight-day tests. The high- 
est result from any sample is to be taken as the strength of 
the sample when the break is at the least section of briquette. 

If, on the twenty-eight-day tests, the cement not only more 
than fulfills the minimum requirements of these specifications, 
but also shows unusual gain in strength, it may still be accepted 
if the other tests are satisfactor}', notwithstanding a low seven- 
day, test, if early strength is not a matter of importance. Such 
cements are likely to be permanent. 

For a batch of four briquettes, the following quantities are 
suggested as in accord with these specifications. Water is 
measured by fluid-ounce volumes, not by weight, temperature 
varying not more than lo degrees from 62 degrees F. 

Portland Cement. 

Neat. — 20 ounces of cement, 4 ounces of water. Mix wet 
five minutes. 

Sand. — 15 ounces sand, 5 ounces cement, 2^ ounces water, 
^lix thoroughly dry; then mix wet five minutes. 

Puzzolan Cement. 

Neat. — 20 ounces cement, 3} ounces water. Mix wet five 
minutes. 

Sand. — 15 ounces sand, 5 ounces cement, 2 ounces water. 
Mix thoroughly dry; then mix wet five minutes. 

Natural Cement. 

Neat. — 20 ounces cement, 6 ounces water. i\Iix wet five 
minutes. 

Sand. — 10 ounces cement, 10 ounces sand, 3^ ounces wa- 
ter. jMix dry; then wet for five minutes. 

For measuring tensile strength, a machine that applies the 
stress automatically at a uniform rate is preferable to one 
controlled entirely by hand. 

These specifications for tensile strength contemplate the 
applications of stress at the rate of 4(X) pounds per minute to 
briquettes made as prescribed herein. A rate so rapid as to 
approximate a blow or so slow as to approximate a continued 
stress will give very different results. 

The tests for tensile strength are to be made immediatelv 
after taking from the water or while the briquettes are still 



TESTING OF HYDKAULIC CEMENT. 523 

wet. The temperature of the water during immersion should 
be maintained as nearly constant as practicable; not less than 
50 degrees nor more than 7o degrees F. 

The tests are to be made upon briquettes i inch square at 
place of rupture. The specifications contemplate the use of 
the form of briquette recommended by the committee of the 
American Society of Civil Engineers, held when tested by 
close-fitting metal clips, without rubber or other yielding 
contacts. The breaks considered in the tests are to be those 
occurring at the smallest section, i inch square. 

SIMPLE TESTS. 

Tests of cement received upon a work in progress must 
often be of much simpler character than prescribed herein. 

Tests on the work are mainly to ascertain whether the 
article supplied is genuine cement, of a brand previously 
tested and accepted, and whether it is a reasonably sound and 
active cement that will set hard in the desired time, and give 
a good, hard mortar. Simple tests may give this information, 
and such should be multiplied whether or not more elaborate 
tests be made. Pats and balls of cement and mortar from the 
storehouse and mixing platform or machine should be fre- 
quently made. The setting or hardening qualities, as deter- 
mined roughly by estimating time and by pressure of the 
thumbnail, should be observed; the hardness of the set and 
strength, by cracking the hardened pats or cakes between the 
fingers, and by dropping the balls from the height of the arm 
upon a pavement or stone and observing the result of the im- 
pact. 

By placing the pats in water as soon as hardened suffi- 
ciently and raising the temperature to the boiling point for a 
few hours and observing the character and color of the fracture 
after sufficient immersion, information as to the character of 
the material, whether hydraulic, a Portland or Puzzolan, 
whether too fresh or possibly "blowy," may be speedily and 
quite well ascertained without measuring instruments. 

Many engineers and users of cement regard such simple 
tests, taken in connection with the weight and fineness of the 
cement and the apparent texture and hardness of the mortars 
and concretes in the work, sufficient field tests of a material 
of known repute. The more elaborate tests, described above, 
should be made in well-equipped laboratories by skilled cement 
testers. 

CLASSIFICATION OF TEST^ 

The tests to be made are two classes : 
(i) Purchase tests on samples furnished by bidders to 
ascertain whether the bidder may be held on the sample to the 



524 COMPLETE SPECIFICATIONS. 

delivery of suitable material, should his offer be accepted. 

(2) Acceptance tests on samples taken at random from 
deliveries, to ascertain whether the material supplied accords 
with the purchase sample, or is suitable for the purpose of ttie 
work, as stated in the specifications for cement supplies. 

(i) Purchase Tests. — Under these specifications bids for 
Portland cements will be restricted to brands that have been 
approved after at least three years' exposure in successful use 
under similar conditions to those of the proposed work. This 
specification limits proposals to manufacturers of cements of 
established repute, and in so far lessens the dependence to be 
placed upon tests of single samples of cement in determining 
the probable quality of the cements offered, that sample pack- 
ages may not be required with the proposals when the brand is 
known to the purchaser. When the cement is not known to the 
purchasing officer by previous use, a barrel of it should be re- 
quired as representing the quality of cement to be supplied. A 
full set of tests should be made from this sample, and subsequent 
deliveries be required to show quality at least equal to the sam- 
ple. 

In this connection it is advisable in districts where well- 
equipped laboratories have been established, that sample pack- 
ages of the cements in use in that territory, as sold in the open 
market, be obtained and tested as occasion offers to ascertain 
the characteristic qualities of the brands as commercial articles, 
the information to be used in subsequent purchases of cements. 

When purchase samples are waived, acceptance tests should 
be based upon the known qualities of the brand, as shown by 
previous tests. 

The sample barrel should not be broken further than to 
take therefrom the necessary samples for testing. Afterwards 
it should be put away in a dry place and kept for further test- 
ing, should the results obtained be disputed. 

(2) Acceptance Tests. — The tests to be made on cements 
delivered under contract depend not only on the extent, char- 
acter, and importance of the work itself, but also on the time 
available between the delivery and the actual use of the ma- 
terial. 

(a) On very important and extensive works, equipped 
with a testing laboratory and adequate storehouses, where 
cement may be kept at least thirty days before being required 
for use, full and elaborate tests should be made, keeping in 
view the fact that careful tests of few samples are more valu- 
able than hurried tests of many samples. 

(b) On active works of ordinary character, when time 
will not permit full tests, and on small works where the ex- 
penses of a laboratory are not justified, the tests must neces- 



TESTING OF HYDRAULIC CEMENTS. 525 

sarily be limited to such reasonable precautions against the ac- 
ceptance and use of unfit material as may be taken in the usually 
short interval between the receipt and use of the material. 

Such conditions were in view in formulating the specifica- 
tion that proposals will be received from manufacturers of such 
cements only as have been proved by at least three years' use 
under similar conditions of exposure. Of the tests named in 
the specifications those for fineness, activity or hydraulicity, 
specific gravity, weight of packages, and accelerated tests for 
indications as to soundness, may be made within two days after 
the receipt of the material and with a very small outlay for 
instruments. 

Cement of established repute, shown by specific gravity 
and fineness to be properly burnt and ground, or normal for 
the brand, that will set hard in reasonable time, the cakes, snap- 
ping with a clean fracture when broken between the fingers, 
and standing the tests above named, may be accepted and used 
with reasonable certainty of success. Nevertheless, packages 
taken at random from the deliveries should occasionally be set 
aside and samples taken therefrom sent to a testing laboratory 
for the more elaborate tests for tensile strength (and for sound- 
ness should the boiling tests not be conclusive). The final ac- 
ceptance and payment for such cement as may not have been 
actually placed in the work should, by agreement, be made to 
depend upon such tests. 

In all cases where cement has been long stored it should be 
carefully tested before use to ascertain whether it has deterio- 
rated in strength. 

Should the simple tests give unsatisfactory or suspicious 
results, then a full series of tests should be carefully made. 

When Portland cement is in question the specific gravity 
and fineness tests should be made to guard against adulteration, 
and in all cases test weighings should be made to guard against 
short weights. 

In cases where the amount of cement or the importance of 
the work will not justify the purchase of the simple apparatus 
required for the specific gravity, fineness, and boiling tests, 
the cement can be accepted on the informal tests mentioned 
herein, which require no apparatus whatever, but in such cases 
cements well known to the purchaser by previous use should 
be selected, and purchased directly from the manufacturer or 
his selling agent in order that responsibility for the cement may 
be fixed. 

Certified tests by professional inspectors made as pre- 
scribed herein on samples taken from the cement to be shipped 
to the work, in a manner analogous to that customary among 



526 COMPLETE SPECIFICATIONS. 

engineers in the purchase of structural steel and iron, may be 
required in such cases. 

SAMPLING. 

The entire package from parts of which tests are to be 
made is to be regarded as the sample tested. It should be 
marked with a distinctive mark that must also be appHed to any 
part tested. The package should be set aside and protected 
against deterioration until all results from tests made from it 
are reached and accepted by both parties to the contract for sup- 

pHes. 

Cement drawn from several sample packages should not be 
mixed or mingled, but the individuality of each sample package 
should be preserved. 

In testing it should be borne in mind that a few tests from 
any sample, carefully made, are more valuable than many made 
with less care. 

The amount of material to be taken for formal tests is indi- 
cated herein where weights of the constituents of four briquettes 
are given, to which should be added the amount necessary 'for 
the tests for specific gravity, activity, and soundness. 

In extended tests the material should be taken from the 
sample package from the heads and center of barrel, and from 
the ends and center of bag, by such an instrument as is used 
bv inspectors of flour. All materials taken from the same 
sample package may be thoroughly mixed or mingled and the 
tests be made therefrom as showing the true character of the 
contents of the sample package. 

In making formal tests at the work for acceptance of 
cement sample packages should be taken at random from among 
sound packages. The number taken must depend upon the im- 
portance and character of the work, the available time, and the 
capacity of the permanent laboratory force. For tensile 
strength the tests with sand are considered the more important 
and should always be made. Tests neat should be made Tf 
time permits. 

It is not necessary in any case on a large work to test more 
than lo per cent of the deliveries, even of doubtful cement, and 
a much less number of samples may be taken should no cause 
for distrust be revealed by the tests made. In very important 
work- of small extent each package may be tested. A cejnent 
should be rejected if the samples show dangerous variation in 
quality or lack of care in manufacture and resulting lack of 
uniformity in the product without regard to the proportion of 
failures among samples tested. 

In all cases in the use of cements the informal or simple 
tests of the character named herein should be constantly carried 



TESTING OF HYDRAULIC CEMENTS. 527 

on. These constitute most valuable tests. Whenever any 
faulty material is indicated by such tests, elaborate tests should 
be at once instituted and should the fault be confirmed, the 
cement delivered and not used should be rejected and the use 
of the brand be discontinued. 

TESTS FOR WEIGHT. 

From time to time packages should be weighed in gross 
and afterwards the weight of neat cement and tare of the pack- 
ages determined. If short weight of neat cement is indicated, 
a sufficient number of packages should be weighed and the 
average net weight per package ascertained with sufficient cer- 
tainty to afford a satisfactory basis of settlement. 

RECORDS. 

For tests at professional laboratories no general require- 
ments as to records seem to be necessary. Each laboratory 
has its own blanks with certificate, and if a copy of the speci- 
fications be sent with the samples, the record returned should 
be sufficient. For records of formal tests on the work, or in a 
district laboratory, blank forms should be used. It is desir- 
able to have the specification requirements stated on the form. 
Notations should be adopted to show for each test that the 
cement passed or failed or that the test was not made. No 
inference should be drawn from the lack of any entry other 
than that the recorder has neglected his duty. 

SILICA CEMEXT OR SAXD CEMENT. 

This is a patented article manufactured by grinding to- 
gether silica or clean sand with Portland cement, by which pro- 
cess the original cementing material is made extremelv fine and 
its capacity to cover surfaces of concrete aggregates is much 
increased. The sand is an adulteration, but on account of the 
extreme fineness of the product it serves to make mortar or 
concrete containing a given proportion of pure cement much 
more dense, the fine material being increased in volume. 

The increase in cementing capacity due to the fine grinding 
of the cement constituent ofiFsets, in great degree, the effects of 
the sand adulteration, so that sand cement made from equal 
weights of cement and sand approximates in tensile strength to 
the neat cement and the material is sold as cement. 

The extreme fine grinding also improves cement that con- 
tains expansives, but nevertheless sand cement should not be 
purchased in the market, but should be made on the work from 
approved materials, if used for other purposes than for grout- 
ing, for which it is peculiarly adapted. 



528 COMPLETE SPECIFICATIONS. 

Whether this material should be used in important works 
for mortar and concrete, the Board considers a question of cost 
and expediency. 

Over against the saving in cement may be placed the 
royalty on a patented article, the cost of the plant and of manu- 
facture, the inconvenience of attaching a manufacturing estab- 
lishment to a work under construction, and other elements bear- 
ing not only on first cost of cementing material but also involv- 
ing the element of time. When cement is high priced, means 
of transportation limited, labor, sand, and concrete materials 
cheap and abundant, the conditions may justify the use of sand 
cement on economic grounds. In any case, the cement from 
which the product is made should be tested precisely as other 
cements. 

SLAG CEMENT. 

This term is applied to cement made by intimately mixing 
by grinding together granulated blast-furnace slag of a certain 
quality and slaked lime, without calcination subsequent to the 
mixing. This is the only cement of the Puzzolan class to be 
found in our markets (often branded as Portland), and as true 
Portland cement is now made having slag for its hydraulic base, 
the term *'slag cement" should be dropped and the generic term 
Puzzolan be used in advertisements and specifications for such 
cements. 

Puzzolan cement made from slag is characterized physi- 
cally by its light lilac color; the absence of grit attending fine 
grinding and the extreme subdivision of its slaked lime ele- 
ment; its low specific gravity (2.6 to 2.8) compared with Port- 
land (3 to 3.5) ; and by the intense bluish green color in the 
fresh fracture after long submersion in water, due to the pres- 
ence of sulphides, which color fades after exposure to dry air. 

The oxidation of sulphides in dry air is destructive of Puz- 
zolan cement mortars and concretes so exposed. Puzzolan is 
usually very finely ground, and when not treated with soda sets 
more slowly than Portland. It stands storage well, but cements 
treated with soda to quicken setting become again very slow- 
setting from the carbonization of the soda (as well as the lime) 
element after long storage. 

Puzzolan cement properly made contains no free or anhy- 
drous lime, does not warp or swell, but is liable to fail from 
cracking and shrinking (at the surface only) in dry air. 

Mortars and concretes made from Puzzolan approximate 
in tensile strength similar mixtures of Portland cement, but 
their resistance to crushing is less, the ratio of crushing to ten- 
sile strength being about 6 or 7 to i for Puzzolan and 9 to 11 



TESTING OF HYDKAULIC CEMENTS. 529 

to I for Portland. On account of its extreme fine grinding 
Puzzolan often gives nearly as great tensile strength in 3 to i 
mixtures as neat. 

Puzzolan permanently assimilates but little water com- 
pared with Portland, its lime being already hydrated. It should 
be used in comparatively dry mixtures well rammed, but while 
requiring little water for chemical reactions, it requires for per- 
manency in the air constant or continuous moisture. 

PROPER USES OF PUZZOLAN CEMENT. 

Puzzolan cement never becomes extremely hard like Port- 
land, but Puzzolan mortars and concretes are tougher or less 
brittle than Portland. 

The cement is well adapted for use in sea water, and gen- 
erally in all positions where constantly exposed to moisture, 
such as in foundations of buildings, sewers and drains, and 
underground works generally, and in the interior of heavy 
masses of masonry or concrete. 

It is unfit for use when subjected to mechanical wear, attri- 
tion, or blows. It should never be used where it may be ex- 
posed for long periods to dry air, even after it has well set. It 
will turn white and disintegrate, due to the oxidation of its 
sulphides at the surface under such exposure. 

Specifications for Portland, Natural, and Puzzolan cement 
are appended hereto. 

Respectfully submitted. 

W. L. Marshall, 
Major, Corps of Engineers, 

Smith S. Leach, 
Major, Corps of Engineers, 
Spencer Cosby, 
- Captain, Corps of Engineers. 
Brig. Gen. G. L. Gillespie, 

Corps of Engineers, U. S. Army, Washington, D. C. 

specifications for AMERICAN PORTLAND CEMENT. 

( I ) The cement shall be an American Portland, drv and 
free from lumps. By a Portland cement is meant the product 
obtained from the heating or calcining up to incipient fusion 
of intimate mixtures, either natural or artificial, of argillaceous 
with calcareous substances, the calcined product to contain at 
least 1.7 times as much of lime, by weight, as of the materials 
which give the lime its hydraulic properties, and to be finely 
pulverized after said calcination, and thereafter additions or sub- 
stitutions for the purpose only of regulating certain properties 
of technical importance to be allowable to not exceeding 2 per 
cent of the calcined product. 
34 



530 COMPLETE SPECIFICATIONS. 

(2) The cement shall be put up in strong, sound barrels 
well lined with paper, so as to be reasonably protected against 
moisture, or in stout cloth or canvas sacks. Each package 
shall be plainly labeled with the name of the brand and of the 
manufacturer. Any package broken or containing damaged 
cement may be rejected or accepted as a fractional package, at 
the option of the United States agent in local charge. 

(3) Bidders will state the brand of cement which they pro- 
pose to furnish. The right is reserved to reject a tender for 
any brand which has not established itself as a high-grade Port- 
land cement and has not for three years or more given satisfac- 
tion in use under climatic or other conditions of exposure of at 
least equal severity to those of the work proposed. 

(4) Tenders will be received only from manufacturers 
or their authorized agents. 

(The following paragraph will be substituted for para- 
graphs 3 and 4 above when cement is to be furnished and placed 
by the contractor: 

Xo cement will be allowed to be used except established 
brands of high-grade Portland cement which have been made 
by the same mill and in successful use under similar climatic 
conditions to those of the proposed work for at least three 
years.) 

(5) The average weight per barrel shall not be less than 
375 pounds net. Four sacks shall contain one barrel of cement. 
If the weight, as determined by test weighings, is found to be 
below 375 pounds per barrel, the cement may be rejected, or 
at the option of the engineer officer in charge, the contractor 
may be required to supply, free of cost to the United States, 
an additional amount of cement equal to the shortage. 

(6) Tests may be made of the fineness, specific gravity, 
soundness, time of setting, and tensile strength of the cement. 

(7) Fineness. — Ninty-two per cent of the cement must 
pass through a sieve made of No. 40 wire, Stubb's gauge, hav- 
ing 10,000 openings per square inch. 

(8) Specific Gravity. — The specific gravity of the cement, 
as determined from a sample which has been carefully dried, 
shall be between 3.10 and 3.25. 

(9) Soundness. — To test the soundness of the cement, at 
least two pats of neat cement mixed for five minutes with 20 
per cent of water by weight shall be made on glass, each pat 
about 3 inches in diameter and one-half inch thick at the center, 
tapering thence to a thin edge. The pats are to be kept under 
a wet cloth until finally set, when one is to be placed in fresh 
water for twenty-eight days. The second pat will be placed in 
water which will be raised to the boiling point for six hours, 
then allowed to cool. Neither should show distortion or cracks. 



TESTING OF HYDRAULIC CEMENTS. 531 

The boiling test may or may not reject at the option of the 
engineer officer in charge. 

(lo) Time of Setting. — The cement shall not acquire its 
initial set in less than forty-five minutes and must have ac- 
quired its final set in ten hours. 

(The following paragraph will be substituted for the above- 
in case a quick-setting cement is desired : 

The cement shall not acquire its initial set in less than 
twenty nor more than thirty minutes, and must have acquired 
its final set in not less than forty-five minutes nor in more than 
two and one-half hours.) 

The pats made to test the soundness may be used in deter- 
mining the time of setting. The cement is considered to have 
acquired its initial set when the pat will bear, without being 
appreciably indented, a wire one-twelfth inch in diameter loaded 
to weigh one-fourth pound. The final set has been acquired 
when tlie pat will bear, without being appreciably indented, a 
wire one twenty-fourth inch in diameter loaded to weigh I 
pound. 

(ii) Tejisile Strength. — Briquettes made of neat cement, 
after being kept in air for twenty-four hours under a wet cloth 
and the balance of the time in water, shall develop tensile 
strength per square inch as follows : 

After seven days, 450 pounds; after twenty-eight days, 
540 pounds. 

Briquettes made of i part cement and 3 parts standard 
sand, by weight, shall develop tensile strength per square inch 
as follows : 

After seven days, 140 pounds; after twenty-eight days, 
220 pounds. 

(In case quick-setting cement is desired, the following ten- 
sile strengths shall be substituted for the above : 

Neat briquettes : After seven days, 400 pounds ; after 
twenty-eight days, 480 pounds. 

Briquettes of i part cement to 3 parts standard sand : 
After seven days, 120 pounds; after twenty-eight days, 180 
pounds.) 

(12) The highest result from each set of briquettes made 
at any one time is to be considered the governing test. Any 
cement not showing an increase of strength in the twenty-eight- 
day tests over the seven-day tests will be rejected. 

(13) When making briquettes neat cement will be mixed 
with 20 per cent of water by weight, and sand and cement with 
12 J per cent of water by weight. After being thoroughly 
mixed and worked for five minutes, the cement or mortar will 
be placed in the briquette mold in four equal layers, and each 
layer rammed and compressed by thirty blows of a soft brass or 



532 COMPLETE SPECIEICATIOXS. 

copper rammer three-quarters of an inch in diameter (or seven - 
tenths of an inch square, with rounded corners), weighing one 
pound. It is to be allowed to drop on the mixture from a height 
of about half an inch. When the ramming has been completed, 
the surplus cement shall be struck oft and the final layer 
smoothed with a trowel held almost horizontal and drawn back 
with sufficient pressure to make its edge follow the surface of 
the mold. 

(14) The above are to be considered the minimum re- 
quirements. Unless a cement has been recently used on work 
under this office, bidders will deliver a sample barrel for test 
before the opening of bids. If this sample shows higher tests 
than those given above, the average of tests made on subsequent 
shipments must come up to those found with the sample. 

(15) A cement may be rejected in case it fails to meet 
any of the above requirements. An agent of the contractor 
may be present at the making of the tests, or, in case of the 
failure of any of them, they may be repeated in his presence. 
If the contractor so desires, the engineer officer in charge may, 
if he deem it to the interest of the United States, have any or 
all of the tests made or repeated at some recognized standard 
testing laboratory in the manner herein specified. All expenses 
of such tests to be paid by the contractor. All such tests shall 
•be made on samples furnished by the engineer officer from 
cement actually delivered to him. 

SPECIFICATIONS FOR NATURAL CEMENT. 

(i) The cement shall be a freshly-packed natural or 
Rosendale, dr}^ and free from lumps. By Natural cement is 
meant one made by calcining natural rock at a heat below in- 
cipient fusion, and grinding the product to powder. 

(2) The cement shall be put up in strong, sound barrels, 
well lined with paper so as to be reasonably protected against 
moisture, or in stout cloth or canvas sacks. Each package 
shall be plainly labeled with the name of the brand and of the 
manufacturer. Any package broken or containing damaged 
cement may be rejected, or accepted as a fractional package, at 
the option of the United States agent in local charge. 

(3) Bidders will state the brand of cement which tliey 
propose to furnish. The right is resers-ed to reject a tender 
for any brand which has not given satisfaction in use under 
climatic or other conditions of exposure of at least equal sever- 
ity to those of the work proposed. 

(4) Tenders will be received only from manufacturers 
or their authorized agents. 



TESTING OF HYDRAULIC CEMENTS. 533 

(The following paragraph will be substituted for para- 
graphs 3 and 4 above when cement is to be furnished and 
placed by the contractor: 

No cement will be allowed to be used except established 
brands of high-grade natural cement which have been in suc- 
cessful use under similar climatic conditions to those of the 
proposed work.) 

(5) The average net weight per barrel shall not be less 
than 300 pounds. (West of the Allegheny Mountains this 
may be 265 pounds) . . . sacks of cement shall have the 
same weight as i barrel. If the average net weight, as deter- 
mined by test weighings, is found to be below 300 pounds (265 
pounds) per barrel, the cement may be rejected, or, at the 
option of the engineer officer in charge, the contractor may be 
required to supply free of cost to the United States an addi- 
tional amount of cement equal to the shortage. 

(6) Tests may be made of the fineness, time of setting, 
and tensile strength of the cement. 

(7) Fineness. — At least 80 per cent of the cement must 
pass through a sieve made of No. 40 wire, Stubb's gauge, hav- 
ing 10,000 openings per square inch. 

(8) Time of Setting. — The cement shall not acquire its 
initial set in less than twenty minutes and must have acquired 
its final set in four hours. 

(9) The time of setting is to be determined from a pat of 
neat cement mixed for five minutes with 30 per cent of water 
by weight and kept under a wet cloth until finally set. The 
cement is considered to have acquired its initial set when the 
pat will bear, without being appreciably indented, a wire one- 
twelfth inch in diameter loaded to weigh one-fourth pound. 
The final set has been acquired when the pat will bear, without 
being appreciably indented, a wire one twenty-fourth inch in 
diameter loaded to weigh i pound. 

(10) Tensile Strength. — Briquettes made of neat cement 
shall develop the following tensile strengths per square inch, 
after having been kept in air for twenty-four hours under a 
wet cloth and the balance of the time in water: 

At the end of seven days, 90 pounds ; at the end of twenty- 
eight days, 200 pounds. 

Briquettes made of one part cement and one part standard 
sands by weight shall develop the following tensile strengths 
per square inch: 

After seven days, 60 pounds; after twenty-eight days, 150 
pounds. 

(11) The highest result from each set of briquettes made 
at any one time is to be considered the governing test. Any 



534 COMPLETE SPECIFICATIONS. 

cement not showing an increase of strength in the twenty-eight 
day tests over the seven-day tests will be rejected. 

(12) The neat cement for briquettes shall be mixed with 
30 per cent of water by weight, and the sand and cement with 
1 7 per cent of water by weight. After being thoroughly mixed 
and worked for five minutes the cement or mortar is to be placed 
in the briquette mold in four equal layers, each of which is to 
be rammed and compressed by thirty blows of a soft brass or 
copper rammer three-fourths of an inch in diameter (or seven- 
tenths of an inch square with rounded corners), weighing i 
pound. It is to be allowed to drop on the mixture from a height 
of about a half an inch. Upon the completion of the ramming 
the surplus cement shall be struck off and the last layer 
smoothed with a trowel held nearly horizontal and drawn back 
with sufficient pressure to make its edge follow the surface of 
the mold. 

(13) The above are to be considered the minimum re- 
quirements. Unless a cement has been recently used on work 
under this office, bidders will deliver a sample barrel for test 
before the opening of the bids. Any cement showing by sam- 
ple, higher tests than those given must maintain the average so 
shown in subsequent deliveries. 

(14) A cement may be rejected which fails to meet 
any of the above requirements. An agent of the contractor 
may be present at the making of the tests, or, in case of the 
failure of any of them, they may be repeated in his presence. 
If the contractor so desires, the engineer officer may, if he 
deems it to the interest of the United States, have any or all of 
the tests made or repeated at some recognized standard testing 
laboratory in the manner above specified. All expenses of such 
tests shall be paid by the contractor, and all such tests shall be 
made on samples furnished by the engineer officer from cement 
acutally delivered to him. 

SPECIFICATIONS FOR PUZZOLAN CEMENT. 

(i) The cement shall be a Pozzolan of uniform quality, 
finely and freshly ground, dry,- and free from lumps, made by 
grinding together without subsequent calcination granulated 
blast-furnace slag with slaked lime. 

(2) The cement shall be put in strong sound barrels well 
lined with paper, so as to be reasonably protected against mois- 
ture, or in stout cloth or canvas sacks. Each package shall be 
plainly labeled with the name of the brand and of the manu- 
facturer. Any package broken or containing damaged cement 
may be rejected, or accepted as a fractional package, at the 
option of the United States agent in local charge. 



TESTING OF HYDRAULIC CEMENTS. 535 

(3) Bidders will state the brand of cement which they 
propose to furnish. The right is reserved to reject a tender for 
any brand which has not given satisfaction in use under climatic 
or other conditions of exposure of at least equal severity to 
those of the work proposed, and for any brand from cement 
works that do not make and test the slag used in the cement. 

(4) Tenders will be received only from manufacturers or 
their authorized agents. 

(The following paragraph will be substituted for para- 
graphs 3 and 4 above when cement is to be furnished and 
placed by the contractor : 

No cement will be allowed to be used except established 
brands of high-grade Puzzolan cement which have been in suc- 
cessful use under similar climatic conditions to those of the 
proposed work and which come from cement works that make 
the slag used in the cement.) 

(5) The average weight per barrel shall not be less than 
330 pounds net. Four sacks shall contain i barrel of cement. 
If the weight as determined by test weighings is found to be 
below 330 pounds per barrel, the cement may be rejected or, 
at the option of the engineer officer in charge, the contractor 
may be required to supply, free of cost to the United States, an 
additional amount of cement equal to the shortage. 

(6) Tests- may be made of the fineness, specific gravity, 
soundness, time of setting, and tensile strength of the cement. 

(7) Fineness. — Ninety-seven per cent of the cement must 
pass through a sieve made of No. 40 wire, Stubb's gauge, having 
10,000 openings per square inch. 

(8) Specific Gravity. — The specific gravity of the cement 
as determined from a sample which has been carefully dried, 
shall be between 2.7 and 2.8. 

(9) Soundness. — To test the soundness of cement, pats 
of neat cement mixed for five minutes with 18 per cent of water 
by weight shall be made on glass, each pat about 3 inches in 
diameter and one-half inch thick at the center, tapering thence 
to a thin edge. The pats are to be kept under wet cloths until 
finally set, when they are to be placed in fresh water. They 
should not show distortion or cracks at the end of twenty-eight 
days. 

(10) Time of Setting. — The cement shall not acquire its 

initial set in less than forty-five minutes and shall acquire its 

final set in ten hours. The pats made to test the soundness 

may be used in determining the time of setting. The cement 

is considered to have acquired its initial set when the pat will 

bear, without being appreciablv indented, a wire one-twelfth 

inch In diameter loaded to one-fourth pound weight. The final 

set has been acquired when the pat will bear, without being 
35 



536 COMPLETE SPECIFICATIONS. 

appreciably indented, a wire one twenty-fourth inch in diameter 
loaded to i pound weight. 

(ii) Tensile strength. — Briquettes made of neat cement, 
after being kept in air under a wet cloth for twenty-four hours 
and the balance of the time in water, shall develop tensile 
strengths per square inch as follows: 

After seven days, 350 pounds; after twenty-eight days, 
500 pounds. 

Briquettes made of one part cement and three parts stand- 
ard sand by weight shall develop tensile strength per square 
inch as follows : 

After seven days, 140 pounds; after twenty-eight days, 
220 pounds. 

(12) The highest result from each set of briquettes made 
at any one time is to be considered the governing test. Any 
cement not showing an increase of strength in the twenty-eight- 
day tests over the seven-day tests will be rejected. 

(13) When making briquettes neat cement will be mixed 
with 18 per cent of water by weight, and sand and cement with 
10 per cent of water by weight. After being thoroughly mixed 
and worked for five minutes the cement or mortar will be 
placed in the briquette mold in four equal layers and each 
layer rammed and compressed by thirty blows of a soft brass or 
copper rammer, three-quarters of an inch in diameter or seven- 
tenths of an inch square, with rounded corners, weighing i 
pound. It is to be allowed to drop on the mixture from a 
height of about half an inch. When the ramming has been 
completed the surplus cement shall be struck oflf and the final 
layer smoothed with a trowel held almost horizontal and drawn 
back with sufficient pressure to make its edge follow the sur- 
face of the mold. 

(14) The above are to be considered the minimum re- 
quirements. Unless a cement has been recently used on work 
under this office, bidders will deliver a sample barrel for test 
before the opening of bids. If this sample shows higher tests 
than those given above, the average of tests made on subse- 
quent shipments must come up to those found with the sample. 

(15) A cement may be rejected in case it fails to meet 
any of the above requirements. An agent of the contractor 
may be present at the making of the tests, or, in case of the 
failure of any of them, they may be repeated in his presence. 
If the contractor so desires 'the engineer officer in charge may, 
if he deems it to the interest of the United States, have any or 
all of the tests made or repeated at some recognized testing 
laboratorv in the manner herein specified, all expenses of such 
tests to be paid bv the contractor. All such tests shall be made 
on samples furnished by the engineer officer from cement 
actually delivered to him. 



THE ENGINEER AS AN EXPERT WITNESS. 537 



APPENDIX 0. 

THE ENGINEER AS AN ENPERT WITNESS 
AND COUNSEL * 

DEFINITIONS AND DISTIXCTIOXS. 

An Expert JVitJiess is one who is allowed by the court to 
testify in a case by giving his opinions on hypothetical condi- 
tions, the basis of which has been established by other witnesses. 
To qualify as an expert witness one must be able to show such a 
knowledge of, and familiarity with, the subject, either theoreti- 
cal or practical or both, as will convince the court that he is 
competent to give to the court and jury material aid in arriving 
at a true solution of the problem in hand. An expert witness 
will not be allowed to testify if, in the opinion of the court, the 
jury is competent to judge of the evidence and to draw from it 
correct conclusions. The peculiar function of the expert wit- 
ness, therefore, is to bring to bear upon the case on trial such 
scientific or technical knowledge as the average citizen does not 
possess, and which is necessary to a fair understanding of the 
significance of the facts which have been established by the tes- 
timony of other witnesses. The ordinary witness is not al- 
lowed to express opinions, his testimony being limited to what 
he claims to knozv, of his own knowledge. Similarly the expert 
witness must base his opinion of the proper meaning of the facts 
established, on his own knowledge of the subject, and not on 
second-hand information. The expert witness is expected to be 
without bias in the case, although he is usually called and paid 
by one of the parties to the suit. He acts as an interpreter of 
established facts, explaining their meaning to the jur}% and the 
proper inferences to be drawn from them, just as a language 
interpreter may be introduced in a trial to explain the meaning 
of the language used by a witness who testifies in a foreign 
tongue. In fact the laws and the language of science, and a 
knowledge of the technical trades is as a foreign language to 
the average citizen. But just as a language interpreter is ex- 
pected to truly, to the best of his ability, interpret the language 
of a foreigner to the jury in a trial, so the jury has a right to 
expect a person to interpret the facts truly who has been intro- 
duced in a suit at law as an expert witness. And just as a lan- 
guage interpreter would be employed by the court, and his com- 
pensation made a part of the costs of the case, so the scientific 
or technical interpreter should be similarly called and paid. 
Unfortunately this is not the custom in English speaking coun- 

*See also, chapters on this subject in the first and third of Wail's works named in 
preface to 3rd edition. 



538 COMPLETE SPECIFICATIONS. 

tries (as it is in Germany and France), and hence the English 
"expert" is called and paid by one of the parties. This usually 
necessitates the calling of other "experts" by the other side, and 
we see the awkward spectacle of two sets of interpreters ex- 
plaining the meaning of the same set of facts in different ways. 
Much of this disagreement is natural and inevitable, by the 
most honest men, as witness the very common disagreement 
among the members of the same supreme bench, state or 
national, all being presumably equally competent, and all hav- 
ing heard identically the same testimony. Such disagreement 
is common also in all the affairs of life, between men who would 
appear to be equally competent to draw true conclusions from 
the given evidence. In nearly all cases submitted to experts in 
law courts, there is considerable latitude for the exercise of the 
judgment, and one's testimony is likely to be largely influenced 
by one's previous experience in such matters. The mere fact, 
therefore, that experts introduced on opposing sides in the trial 
of cases, should differ in their conclusions, is not necessarily an 
evidence of bias, or of incompetence, or of dishonesty. In fact 
they have come to the subject through consultation with the 
respective attorneys, and these have necessarily seen the prob- 
lem from opposite points of view. Very naturally, therefore, 
the experts have been led to see the facts in different relations, 
and on the stand they may not easily free their minds from 
these preconceptions, however honestly they are disposed. 

An Expert Counsel is one who has scientific or technical 
attainments in the field in question and who is called in to aid 
the attorneys in the case with his specialized knowledge. Such 
a person stands towards his principal in the relation of an attor- 
ney, or advocate, the same as the legal counsel, and is of neces- 
sity a partisan. He is employed to make the most possible out 
of his employer's case, and it is as legitimate a position for him 
to take as it is for the lawyer. In England the greatest Civil 
Engineers have long acted in this capacity in parliamentary 
legislation, a kind of professional business almost unknown in 
the United States. 

A very large field for this sort of practice for engineers Is 
the growing one of patent litigation. Here engineers and other 
kinds of scientific and practical men become a necessity to 
patent lawyers, who cannot be fully informed in all the subjects 
which come before them. 

In general, an expert counsel should not be put upon the 
witness stand in a court trial. He has deliberately accepted 
the position of a partisan, and he cannot afford to appear at 
once as an advocate and as a disinterested interpreter of as- 
sumed facts. If he undertakes the task of an advocate, he 
should refrain from acting also as an unbiased interpreter. 



THE ENGINEER AS AN EXPERT WITNESS. 539 

The Combined Expert Counsel and Witness. When the 
expert acts either as witness or as counsel, his duties are clear. 
It is when he undertakes to combine the two functions that he 
gets into trouble, and brings odium upon his profession. The 
problem is not free from inherent difficulties. The expert wit- 
ness must of necessity confer with his attorneys in advance in 
order to properly prepare himself for his duties, and he must 
also, in justice to himself and to his attorneys, come to a clear 
understanding with them as to the conduct of the case. This 
often necessitates a considerable coaching of the attorneys by 
the expert witness, in order that they may come to understand 
the principles involved sufficiently to bring out the significant 
facts in the examination of the witnesses of fact, as well as in 
the examination of the expert witness who is a witness of opin- 
ion, based on the facts which have been developed. But this 
counseling with, and coaching of, the attorneys on one side of 
the case is pretty sure to develop the expert witness into a par- 
tisan himself, and he goes upon the stand thoroughly biased 
towards the interest of his principal, which he has been uncon- 
sciously studying. 

Probably the only wise solution of this complicated prob- 
lem, so long as the experts are employed by the principals, is for 
the expert to first thoroughly satisfy himself, if possible, by a 
study of both sides of the case, on which side truth and justice 
He, and then to accept service on that side, and do all he can to 
win out. This, however, it is often impossible to do. He 
would have to determine in advance the very question which 
the suit is intended to establish. The whole problem is fraught 
with difficulties, and will continue to be, until the expert wit- 
nesses are appointed by the court and their compensation made 
a part of the costs of the suit. . The parties could still engage 
their expert counsels, and these would take and consistently 
hold the attitude of advocates, and would not go on the witness 
stand. Our whole trouble now arises from the expert being 
forced, in justice to himself, to become both a counselor and a 
witness, two positions which are radically opposed to each 
other. 

REQUISITE QUALIFICATIONS. 

The expert witness sets himself up as an instructor of 
judge and jury upon the particular questions involved. A 
given case may require the services of many kinds of experts. 
Any person may be considered an "expert" in those matters 
with which he has an intimate personal acquaintance, and which 
are outside the range of the common knowledge of the averao-e 
intelligent citizen. Thus a lumberman, however limited in liis 
general education, may be an expert concerning the dangers in- 



540 COMPLETE SPECIFICATIONS. 

volved in felling trees, hauling and rafting logs, and the like, 
this sort of knowledge not being common to the ordinary citizen 
who lives apart from such industries. Such a person would be 
allowed to express an opinion in court on a stated hypothetical 
case involving these matters, while the most highly trained Civil 
Engineer, without this practical knowledge, would probably not 
be able to qualify as an expert witness in such a case. He might 
reason that his theoretical scientific knowledge would enable him 
to form a reliable opinion in these matters, but probably no court 
would admit it. 

Unless one can feel great assurance that the ''opinions" he 
zvill express have substantially the zveight of ''facts,' he should 
not offer himself as an expert zvitness. A feeling that his opin- 
ions are highly probable merely should not embolden him to 
offer them, except as mere probabilities. If his opinions have, 
in his mind, the weight of facts, he should be able to give good 
reasons therefor, and he should fully prepare himself to do so. 
He should not rely merely on theoretical considerations if it is 
possible to obtain demonstrated facts, and these facts should 
have come within the range of his own experience. 

RESPONSIBILITIES ASSUMED. 

An expert witness assumes very grave responsibilities. If 
he proves unworthy, either through incompetence, or evident 
bias, or confusion, or self-contradiction, or by being shown by 
the opposing side to be clearly in the wrong, he not only brings 
chagrin and loss of reputation upon himself, but he fatally in- 
jures the cause he has tried to help, and he has brought reproach 
upon his entire profession. It is not a very comfortable busi- 
ness at best, and unless one feels that he is clearly master of the 
situation he should not accept service in this capacity. 

EXPERT WITNESSES IN* BAD ODOR. 

No good lawyer will employ an expert witness if he can 
avoid it. He more often employs expert counsel. He well 
knows that courts and juries are always suspicious of the so- 
called "experts," and are prejudiced against them. For this 
reason the expert witness should spare no pains to secure the 
good opinion of both court and jury from the moment he 
takes the stand. He should assume and maintain a calm, judi- 
cial disinterested attitude ; he should answer with great delibera- 
tion and caution; should not allow himself to get excited _or con- 
fused; and he should never resent a provoking attitude and 
manner of the opposing counsel on the cross-examination. His 
own counsel should protect him from outrageous treatment, but 
if he does not the witness may calmly appeal to the judge for 
such protection. The witness should not try to conceal his 



THE ENGINEER AS AN EXPERT WITNESS. 541 

business relations to his principal, but take and hold with dig- 
nity the position of one who though engaged by one of the par- 
ties to the suit, is competent to assist the judge and jury to 
arrive at a just verdict in the case on trial, and he should indi- 
cate by his manner that this is what he is there for. His an- 
swers should be addressed to the jury, looking them in the face, 
and his explanations should be made to them as though he was 
instructing them and wished them to get a clear conception of 
his meaning. This always requires the use of common instead 
of technical words, and he should judge by their countenances, 
if possible, whether or not they understand him. A competent 
expert witness becomes in this way part of the judicial force in 
the case, putting himself with the judge and jury, rather than 
with either of the parties to the suit. In this way both judge 
and jury are won over to see the problem from his point of 
view, and his evidence will have great weight in determining 
the case. 

THE OPPOSING EXPERTS. 

The expert witness must always anticipate meeting with 
experts on the other side of the case, and he should anticipate 
all that they are likely to testify to, and shape his testimony so 
as to meet these arguments. He may not be recalled to answer 
such opposing statements, although it is very common to put 
the expert witness on again in rebuttal, after he has heard the 
testimony of the opposing witnesses.. If the experts on each 
side are both competent and honest they need not fear any ser- 
ious disagreement. 

DUTIES OF THE EXPERT WITNESS TO HIS PRINCIPAL. 

Since the expert witness is engaged by one of the parties, 
and is presumably well paid for his time, he can afford to fully 
prepare himself for his task, and this he should do the same as 
he would for any other professional service. He will not be 
allowed to use books or records on the stand, except "to refresh 
his memory," and to express what he also knows of his own 
knowledge, though this knowledge (as of mathematics, etc..) 
may have been originally gained from books. He may, how- 
ever, take questions tinder advisement and agree to anszver them 
at the next session. This privilege should be embraced when- 
ever the witness cannot answer off-hand or by a short compu- 
tation. Books may be used, also, for authority for the generally 
accepted truths of science, if the particular author is regarded 
as standard. They may be used also in support of what the 
witness claims to know by experience or practice. This, and 
all such questions, are however, for the court to determine and 
the particular circumstances would govern. Only memoranda 
taken by the witness himself, and at or near the time of the 
occurrence, can be introduced as evidence, or used to refresh 



542 COMPLETE SPECIFICATIONS. 

the memory, and then the witness must be ready to swear to 
the correctness of the record. Statements may not be read 
from books to the witness by his counsel for his approval or 
denial, but statements made by the witness on a former trial 
may be so read to him. 

The expert witness should reinforce his testimony with 
maps, charts, models, photographs, and the Hke if by so doing 
he can make more clear his views of the case. Photographs 
are often an invaluable aid in court trials. The camera tells 
no lies, and it is a cheap and perfect kind of evidence whenever 
it will serve a purpose. All such aids should have been made 
by the witness or under his direction, so that he can swear to 
their correctness. 

DUTIES OF AN EXPERT TO HIS ATTORNEY. 

The expert witness should see to it that his attorney obtains 
in advance a clear comprehension of his view of the case, so 
that he may bring out by proper questions the essential facts 
and opinions. This will often require considerable coaching of 
the attorney by the witness, even when he is trying to act as a 
purely disinterested party, and in a judicial capacity. 

DUTIES OF THE EXPERT WITNESS TO HIMSELF. 

In this business the expert witness owes his highest duty 
to himself and to his profession. Here is where he is most 
likely to fall short. He must try to see both sides of the case, 
and not to overstate the truth as he sees it, which is usually 
only another name for the highest probability. Neither should 
he state probabilities as absolute truths. Moderation of state- 
ment will usually have greater weight with both judge and 
jury than more absolute and dogmatic statements. What the 
jury finally arrive at is at best only a high probability, and this 
is all they are looking for. The witness' duty to himself, there- 
fore, may be summed up' in a thorough preparation for the 
case and in moderation of statement when on the stand. 

COMPENSATION. 

Because of the great responsibilities one assumes in becom- 
ing an expert witness he should be well paid. If he is com- 
petent to serve as an expert witness in a scientific way, his time 
is valuable. 

All the time required in preparation should be charged up, 
in addition to the time spent on the trial. It is customary to 
charge a retaining fee, the size of which would be in proportion 
to the importance of the interests involved, and a per diem for 
all time spent on the case, and expenses for attendance at court, 
and for any diagrams, models, etc., which had been prepared. 
A definite agreement on these matters should be entered into in 
advance, and the retaining fee is commonly paid in advance. 



APPENDIX D. 



APPENDIX R* 

STANDARD SPECIFIC A TIOXS FOE STEEL AXD 

WROUGHT IE OX 

PROPOSED BY THE AMERICAX SECTION OF THE IXTERI^ATIONAL 
ASSOCIATIOX FOPw TESTING MATERIALS. 

I. STRUCTURAL STEEL FOR BRIDGES AND SHIPS. 
PROCESS OF MANUFACTURE. 

1. Steel shall be made by the open-hearth process. 

CHEMICAL PROPERTIES. 

2. Each of the three classes of structural steel for bridges and ships shall con- 
form to the foUowiug limits in chemical composition : 

Steel made by Steel made by 

the acid process. the basic process. 

Per cent. Per cent. 

Phosphorus shall not exceed 0.08 0.06 

Sulphur shall not exceed 0.06 0.06 

PHYSICAL PROPERTIES. 

3. Classes. — There shall be three classes of structural steel for bridges and 
ships, namely: ritet-steel. soft steel, and medium steel, which shall conform to 
the following physical qualities : 

4. Tensile Tests.— 

Rivet-steel. Soft Steel. Medium Steel. 

Tensile strength, pounds per 

square inch 50,000 to 60,000 52,000 to 62,000 60,000 to 70,000 

Yield point, in pounds per 

square inch, shall not be 

less than 1/2 T. S. 1/2 T. S. 1/2 T. S. 

Elongation per cent in eight 

inches shall not be less 

than 26 25 22 

5. Modifications in Elongation for Thin and Thick Material. — For material 
less than five-sixteenths inch (^5/16"), and more than three-fourths inch (3/4") in 
thickness, the following modifications shall be made in the requirements for elon- 
gation : 

(a) For each increase of one-eighth inch (1/8") in thickness above three-fourths 
inch (3/4"), a deduction of one per cent (1^) shall be made from the specified elon^ 
gation. 

(6) For each decrease of one-sixteenth inch (1/16") in thickness below five-six- 
teenths inch (5/16"). a deduction of two and one-half percent (2^^) shall be made 
from the specified elongation. 

(c) For pins made from any of the three classes of steel, the required elongation 
shall be five per cent (5^) less than that specified in paragraph Xo. 4, as determined 
on a test specimen, the centre of which shall be one (1") from the surface. 

6. Tensile Tests of Eyebars. — Eyebars shall be of medium steel. Full-sized 
tests shall show 12J per cent elongation in fifteen feet of the body of the eyebar, 
and The tensile strength shall not be less than 55,000 pounds per square inch. Eye- 

♦This appendix reprinttd from the author's Materials o/ CoKstruction. 



SPECIFICATION'S FOR STEEL AND WROUGHT IRON. 



545 



bars shall be required to break in the body, but should an eyebar break in the he;«d, 
and show twelve and one-half per cent \\2^%) elongation in fifteen feet and the 
tensile strength specified, it shall not be cause for rejection, provided that not more 
than one-third (1/3) of the total number of eyebars tested break in the head. 

7, Bending Tests. — The three classes of structural steel for bridges and ships 
shall conform to the following bending tests ; and for this purpose the test specimen 
shall be one and one-half inches wide, if possible, and for all material three-fourths 
inch (3/4") or less in thickness the test specimen shall be of the sariie thickness as 
that of the finished material from which it is cut, but for material more than three- 
fourths inch (3/4") thick the bending-test specimen may be one-half inch (1/2") 
thick. 

Kivet-rounds shall be tested of full size as rolled. 

{d) Rivet-steel shall bend cold 180° flat on itself without fracture on the outside 
of the bent portidn. 

(e) Soft steel shall bend cold 180'' flat on itself without fracture on the outside of 
the bent portion. 

(/) Medium steel shall bend cold 180° around a diameter equal to the thickness 
of the specimen tested, without fracture on the outside of the bent portion. 

TEST PIECES AND METHODS OF TESTING. 

8. Test Specimen for Tensile Test. — The standard test specimen of eight-inch 
(8") gauged length, shall be used to determine the physical properties specified in 



76.20 mm 

ABOUT 






^i:^ 



12.70 mm- 



PARALLEL SECTION 



NOT LESS THAN 



-228=60-mm- 



'38.10 mm 



"^^ 



I I 1^1 



«-lr->H.-^ 



-25.40 mm. 



25, 



4Q^mm to 76.20 mm 



-18- 



-4o7-v20-mm- 






rad. 



Fig. 638. —Standard Form op Tension-test Specimen. 



paragraphs No. 4 and 5. 
shall be as shown in Fig. 



The standard shape of the test specimen for sheared plates 
C38. 



LONG FORM OF STANDARD TENSION-TEST SPECIMEN. 

For other material the test specimen may bo the same as for sheared plates, or it 
may be planed or turned parallel throughout its entire length, and, in all cases 
where possible, two opposite sides of the test specimens shall be the rolled surfaces. 
Rivet-rounds and small rolled bars shall be tested of full size as rolled. 

9. Number of Tensile Tests. — One tensile-test specimen shall be taken from the 
finished material of each melt ; but in case this dev{>Iops flaws, or breaks outside of 
the middle third of its gauged length, it may be discarded and another test speci- 
men substituted therefor. 

10. Test Specimens for Bending. — One test specimen for bending shall be taken 
from the finished material of each melt as it comes from the. roils, and for material 
three-fourths inch (3/4") and less in thickness this specimen shall have the natural 
rolled surface on two opposite sides. The bending-test specimen shall be one and 
one-half inches (1^") wide, if possible, and for material more than three-fourths 
inch (3/4") thick the bending-test specimen may be one-half inch (1/S") thick. 
The sheared edges of bending-test specimens may be milled or planed. 

{g) The bending test may be made by pressure or by blows. 

? A, Annealed Test Specimens.— Material which is to be used without annealing 



546 APPENDIX. 

or further treatment shall be tested for tensile strength in the condition in which it 
comes from the rolls. Where it is impracticable to secure a test specimen from 
material -svhich has been annealed or otherwise treated, a full-sized section of tensile- 
test specimen length shall be similarly treated before cutting the tensile-test speci- 
men therefrom. 

12. Yield-point. — For the purpose of this specification, the yield-point shall be 
determined by the careful observation of the drop of the beam or halt in the gauge 
of the testing machine. 

13. Sajnple for Chemical Analysis. — In order to determine if the material con- 
forms to the chemical limitations prescribed in paragraph No. 2 herein, analysis 
shall be made of drillings taken from a small test ingot. 

VARIATION IN WEIGHT. 

14. The variation in cross-section or weight of more than 2^ per cent from that 
specified will be sufiBcient cause for rejection, except in the case of sheared plates, 
which will be covered by the following permissible variations: 

(h) Plates V2\ pounds per square foot or heavier, up to 100 inches wide, when 
ordered to weight, shall not average more than 2^ per ceut variation above or 2\ 
per cent below the theoretical weight. When 100 inches wide and over, 5 per cent 
above or 5 per cent below the theoretical weight. 

(?) Plates under V2l pounds per square foot, when ordered to weight, shall not 
average a greater variation than the following: 

Up to 75 inches wide, 2| per cent above or 2| per cent below the theoretical 
weight. To inches wide up to" 100 inches wide, 5 per cent above or 3 per cent below 
the theoretical weight. When 100 inches wide and over, 10 per cent above or 3 per 
cent below the theoretical weight. 

(J) For all plates ordered to gauge there will be permitted an average excess of 
weight over that corresponding to the dimensions on the order equal in amount to 
that specified in the following table: 

TABLE OF ALLOWANCES FOR OVERWEIGHT FOR RECTANGULAR PLATES WHEN 

ORDERED TO GAUGE. 

Plates will be considered up to gauge if measuring not over 1/100 inch less than the 
ordered gauge. 

The weight of 1 cubic inch of rolled steel is assumed to be 0.2833 pound. 

Plates 1/4 inch and over in thickness. 
Width of Plate. 



Thickness of Plate 


Up 


to 75 inches. 


75 


to 100 inches. 


Over 100 inches. 


Inch. 




Per ceut. 






Per cent. 




Per cent. 


1/4 




10 






14 




18 


5/16 




8 






12 




16 


3/8 




7 






10 




13 


7/16 




6 






8 




10 


1/2 




5 






7 




9 


9/16 




^ 






6i 




8i 


5 8 




4 






6 




8 


Over 5/8 




3^ 






5 




^ 




Plates under 1/4 


inch 


in thickness. 








Plate. 








Width of Plate 


?. 




Thickness of 


Up 


to 50 inches. 50 inches 


; and above. 


Inch. 






Per cent. 


Per cent. 




1/8 up to 


5/32 






10 




15 




5/32 " 


3/16 






8| 




^^' 




3/16 •' 


1/4 






7 




10 





FINISH. 

15. Finished material must be free from injurious seams, flaws or cracks, and 
have a workmanlike finish. 



SPECIFICATIONS FOR STEEL AND WROUGHT IRON. 547 



BRANDING. 



16. Every finished piece of steel shall be stamped with the melt number, and 
steel for pins shall have the melt number stamped on the ends. Rivets and lacing- 
steel, and small pieces for pin-plates and stiffeners, may be shipped in bundles, 
securely wired together, with the melt number on a metal tag attached. 

INSPECTION. 

17. The inspector representing the purchaser shall have all reasonable facilities 
afforded to him by the manufacturer to satisfy him that the finished material is 
furnished in accordance with these specifications. All tests and inspections shall be 
made at the place of manufacture, j^rior to shipment. 

11. STRUCTURAL STEEL FOR BUILDINGS. 

PROCESS OF MANUFACTURE. 

1. Steel may be made by either the open-hearth or Bessemer process. 

CHEMICAL PROPERTIES. 

2. Each of the two classes of structural steel for buildings shall not contain more 
than 0.1 per cent of phosphorus. 

PHYSICAL PROPERTIES. 

3. Classes. — There shall be two classes of structural steel for buildings, namely, 
RIVET-STEEL and MEDIUM STEEL, whicli shall conform to the following physical 
qualities.: 

4. Tensile Tests.— 

Rivet-steel. Medium SteeL 

Tensile strength, pounds per square inch 50,000 to 60,000 60,000 to 70,000 

Yield-point, in pounds per square inch, shall not be 

less than 1/2 T. S. 1/2 T. S. 

Elongation, per cent, in eight inches shall not be less 

than 26 23 

5. Modifications in Elongation for Thin and Thick Material. — For material 
less than five-sixteenths inch (o/16") and more than three-fourths inch (3/4") in thick- 
ness the following modifications shall be made in the requirements for elongation : 

{a) For each increase of one-eighth inch (1/8") in thickness above three-fourths 
inch (3/4") a deduction of one per cent {1%) shall be made from the specified 
elongation. 

(6) For each decrease of one-sixteenth inch (1/16") in thiekness below five- 
sixteenths inch (5/16") a deduction of two and one-half per cent (2^^) shall be 
made from the specified elongation. 

(c) For pins the required elongation shall be five per cent (5^) less than that 
specified in paragraph No. 4, as determined on a test specimen the centre of which 
shall be one inch (1") from the surface. 

6. Bending Tests. — The two classes of structural steel for buildings shall conform 
to the following bending tests; and for this purpose the test specimen shall be one 
and one-half inches (H") wide, if possible, and for all material three-fourths inch 
(3/4") or less in thickness the test specimen shall be of the same thickness as that of 
the finished material from which it is cut, but for material more than three-fourths 
inch (3/4') thick the bending test specimen may be one-half inch (1/2") thick: 

Rivet-rounds shall be tested of full size as rolled. 

{d) Rivet-steel shall bend cold 180° flat on itself without fracture on the outside 
of the bent portion. 

(e) Medium steel shall bend cold 180" around a diameter equal to the thickness 
of the specimen tested, without fracture on the outside of the bent portion. 

TEST PIECES AND METHODS OF TESTING. 

7. Test Specimen for Tensile Test. — The standard test specimen of eight-inch 
(8") gauged length shall be used to determine the physical properties specified in 



548 APPENDIX. 

m 

paragraphs Nos. 4 and 5. The standard shape of the sheared plates shall be as 
shown in Fig. 638. 

For other material the test specimen may be the same as for sheared plates, or it 
maybe planed or turned parallel throughout its entire length, and in all cases where 
possible two opposite sides of the test specimen shall be the rolled surfaces. Eivet- 
rounds and small rolled bars shall be tested of full size as rolled. 

8. Number of Tensile Tests. — One tensile-test specimen shall be taken from the 
finished material of each melt or blow, but in case this develops flaws, or breaks 
outside of the middle third of its gauged length, it may be discarded and another 
test specimen substituted therefor. 

9. Test Specimen for Bending.— One test specimen for bending shall be taken from 
the finished material of each melt or blow as it comes from the rolls and for material 
three-fourths inch (3/4") and less in thickness this specimen shall have the natural 
rolled surface on two opposite sides. The bending-test specimen shall be one and 
one-half inches (li") wide, if possible, and for material more than three-fourths 
inch (3/4") thick the bending-test specimen may be one-half inch (1/S;") thick. 
The sheared edges of bending-test specimens may be milled or planed. 

Kivet-rounds shall be tested of full size as rolled. 

(/) The bending test may be made by pressure or by blows. 

10. Annealed-test Specimens. — Material which is to be used without annealing 
or further treatment shall be tested for tensile strength in the condition in which it 
comes from the rolls. Where it is impracticable to secure a test specimen from 
material which has been annealed or otherwise treated, a full-sized section of tensile- 
test specimen length shall be similarly treated before cutting the tensile-test 
specimen therefrom. 

11. Yield-point. — For the purposes of this specification the yield-point shall 
"be determined by the careful observation of the drop of the beam or halt in the 
gauge of the testing machine. 

12. Sample for Chemical Analysis. — In order to determine if the material 
conforms to the chemical limitations prescribed in paragraph No. 2 herein, analysis 
shall be made of drillings taken from a small test ingot. 

VARIATION IN WEIGHT. 

13. The variation in cross-section or weight of more than 2\ per cent from that 
specified will be sufficient cause for rejection, except in the case of sheared plates, 
which will be covered by the following permissible variations : 

{g) Plates \%\ pounds per square foot or heavier, up to 100 inches wide, when 
ordered to weight, shall not average more than %\ per cent variation above or 2\ 
per cent below the theoretical weight. When 100 inches wide and over, 5 per cent 
above or 5 per cent below the theoretical weight. 

(7i) Plates under 12^ pounds per square foot, when ordered to weight, shall not 
average a greater variation than the following: 

Up to 75 inches wide, '^\ per cent above or 2| per cent below the theoretical 
weight. 75 inches wide up to 100 inches wide, 5 per cent above or 3 per cent below 
the theoretical weight. When 100 inches wide and over, 10 per cent above or 3 per 
cent below the theoretical weight. 

{%) For all plates ordered to gauge, there will be permitted an average excess of 
weight over that corresponding to the dimensions on the order equal in amount to 
that specified in the table on p. 549. 

FINISH, 

14. Finished material must be free from injurious seams, flaws or cracks, and 
have a workmanlike finish. 

BRANDING. 

15. Every finished piece of steel shall be stamped with the melt or blow number, 
except that small pieces may be shipped in bundles securely wired together with the 
melt or blow number on a metal tag attached. 



SPECIFICATIONS FOR STEEL AND WROUGHT IRON. 549 

TABLE OF ALLOWANCES FOR OVERWEIGHT FOR RECTANGULAR PLATES WHEN ORDERED 

TO GAUGE. 

Plates will be considered up to gauge if measuring not over 1/100 incli less than the 
ordered gauge. 

The weight of 1 cubic inch of rolled steel is assumed to be 0.2833 pound. 

Plates 1/4- inch and over in iliickness. 
Width of Plate. 



Thickness of Plate. Up to 75 inches. 75 to 100 inches. Over 100 inches 

Inch Per cent. Per cent. Per cent. 

1/4' 10 14 18 

5/16 8 12 16 

3/8 7 10 13 

7/16 6 -8 10 

1/2 5 7 9 

9/16 4i ^ ^ 

5/8 4 6 8 

over 5/8 3^ 5 6^ 

Plates under 1/4 inch in thickness. 

Width of Plate. 



Thickness of Plate, Up to 50 inches. 50 inches and above. 

Inch Percent Percent. 

1/8 up to 5/32 10 15 

5/32 •' 3/16 8^ 12^ 

3/16 " 1/4 7 10 

INSPECTION. 

16. Tho inspector representing the purchaser shall have all reasonable facilities 
afforded to him by the manufacturer to satisfy him that the finished material is 
furnished in accordance with these specifications. All tests and inspections shall be 
made at the place of manufacture, prior to shipment. 

III. OPEN-HEARTH BOILER-PLATE AND RIVET-STEEL. 

PROCESS OF MANUFACTURE. 

1. Steel shall be made by the open-hearth process, 

CHEMICAL PROPERTIES. 

2. There- shall be three classes of open-hearth boiler-plate and rivet-steel; 
namely : flange- or boiler-steel, fire-box steel, and extra-soft steel, which 
shall conform to the following limits in chemical composition : 

Flange- or Fire-box Extra-soft 

Boiler-steel. Steel. Steel, 

Per cent. Per cent. Per cent. 

T.. ._ , ,, , , (Acid, 0.06 Acid, 0.04 ^ fta 

Phosphorus shall not exceed. . j g^^^^^ ^^^^ g^^.^^ 0^3 0,04 

Sulphur shall not exceed 0.05 0.04 0.04 

Manganese 0.30 to 0,60 0,30 to 0.50 0,30 to 0.50 

3. Boiler-rivet Steel.— Steel for boiler rivets shall be of the extra-soft class, 
as specified in paragraphs Nos. 2 and 4, 

physical properties, 

4. Tensile Tests. — The three classes of open-hearth boiler-plate and rivet-steel, 
namely, flange- or boiler-steel, fire-box steel, and extra-soft steel, shall con- 
form to the physical qualities : 

Flange- or Fire-box Extra-soft 

Boiler-steel. Steel. Steel. 

Tensile strength, pounds per 

square inch 55,000 to 65,000 52,000 to 62,000 45,000 to 55,000 

Yield-point, in pounds per 
square inch, shall not be 

less than 1/2 T. S. 1/2 T. S. 1/2 T. S. 

Elongation, per cent in eight 

inches, shall not be less than 25 26 28 



550 APPENDIX. 

5. Modifications in Elongation for Thin and Thick Material. — For material less 
than five-sixteenths inch (5/16") and more than three-fourths inch (3/4") the fol- 
lowing modifications shall be made in the requirements for elongation : 

(a) For each increase of one-eighth inch (1/8"), in thickness above three-fourths 
inch (3/4"), a deduction of one per cent {\%) shall be made from the specified elon- 
gation. 

(6) For each decrease of one-sixteenth inch (1/16"), in thickness below five- 
sixteenths inch (5/16"), a deduction of two and one-half per cent {2\%) shall be 
made from the specified elongation. 

6. Bending Tests. — The three classes of open-hearth boiler-plate and rivet-steel 
shall conform to the following tests, and for this purpose the test specimen shall 
be one and one-half inches (1^') wide, if possible, and for all material three- 
fourths inch (3/4") or less in thickness the test specimen shall be of the same thick- 
ness as that of the finished material from which it is cut ; but for material more 
than three-fourths inch (3/4") thick, the bending-test specimen may be one-half 
inch (1/2") thick. 

Kivet-rounds shall be tested of full size as rolled. 

(c) Test specimens cut from the rolled material, as specified above, shall be sub- 
jected to a cold-bending test, and also to a quenched-bending test. The cold-bend- 
ing test shall be made on the material in the condition in which it is to be used, and 
prior to the quenched-bending test the specimen shall be heated to a light cherry- 
red, as seen in the dark and quenched in water, the temperature of which is between 
80° and 90° Fahrenheit. 

{d) Flange- or boiler-steel, fire-box steel and rivet-steel, both before and after 
quenching, shall bend cold one hundred and eighty degrees (180°) flat on itself with- 
out fracture on the outside of the bent portion. 

7. Homogeneity Tests. — For fire-box steel a sample taken from a broken tensile- 
test specimen shall not show any single seam or cavity more than one-fourth inch 
(1/4") long in either of three fractures obtained on the test for homogeneity, as 
described below in paragraph 13. 

TESTS PIECES AND METHODS OF TESTING. 

8. Test Specimen for Tensile Test. — The standard test specimen of eight-inch 
(8"), gauged length, shall be used to determine the physical properties specified in 
paragraphs Nos. 4 and 5, The standard shape of the test specimen for sheared plates 
shall be as shown in Fig. 638. 

For other material the test specimen may be the same as for sheared plates, or it 
may be planed or turned parallel throughout its entire length, and in all cases 
where possible two opposite sides of the test specimens shall be the rolled surfaces. 
Kivet-rounds and small rolled bars shall be tested of full size as rolled. 

9. Number of Tensile Tests, — One tensile-test specimen shall be furnished from 
each plate as it is rolled, and two tensile-test specimens will be furnished from each 
melt of rivet-rounds. In case any one of these develops flaws or breaks outside of 
the middle third of its gauged length, it may be discarded and another test speci- 
men substituted therefor. 

10. Test Specimens for Bending. — For material three-fourths inch (3/4 ') or less 
in thickness, the bending-test specimen shall have the natural rolled surface on two 
opposite sides. The bending-test specimens cut from plates shall be one and one- 
half inches {1\") wide, and for material more than three-fourths inch thick the bend- 
ing-test specimens may be one-half inch (1/2") thick. The sheared edges of bending- 
test specimens may be milled or planed. . The bending-test specimens for rivet- 
rounds shall be of full size as rolled. The bending test may be made by pressure or 
by blows. 

11. Number of Bending Tests. — One cold-bending specimen and one quenched- 
bending speciu:ien will be furnished from each plate as it is rolled. Two cold-bend- 
ing specimens and two quenched-bending specimens will be furnished from each 
melt of rivet-rounds. The homogeneity test for fire-box steel shall be made on one 
of the broken tensile specimens. 

12. Homogeneity Tests for Fire-box Steel.— The homogeneity test for fire- 
box steel is made as follows : A portion of the broken tensile-test specimen is either 



SPECIFICATIONS FOR STEEL AND WROUGHT IRON. 551 

nicked with a chisel or grooved on a machine, transversely about a sixteenth of 
an inch (1/16") deep in three places about two inches (2") apart. The first groove 
should be made on one side, two inches (2") from the square end of the speci- 
men ; the second, two inches (2") from it on the opposite side ; and the third, two 
inches (2") from the last and on the opposite side from it. The test specimen 
is then put in a vise, with the first groove about a quarter of an inch (1/4") above the 
jaws, care being taken to hold it firmly. The projecting end of the test specimen ia 
then broken off by means of a hammer, a number of light blows being used, and 
the bending being away from the groove. The specimen is broken at the other two 
grooves in the same way. The object of this treatment is to open and render 
visible to the eye any seams due to failure to weld up, or to foreign interposed mat- 
ter, or cavities due to gas-bubbles in the ingot. After rupture one side of each 
fracture is examined, a pocket lens being used if necessary, and the length of the 
seams and cavities is determined. 

13. Yield-point. — For the purpose of this specification the yield-point shall be 
determined by the careful observation of the drop of the beam or halt in the gauge 
of the testing machine. 

14. Sample for Chemical Analysis. — In order to determine if the material con- 
forms to the chemical limitations prescribed in paragraph No. 2 herein, analysis 
shall be made of drillings taken from a small test ingot. An additional check analy- 
sis may be made from a tensile specimen of each melt used on an order other than 
in locomotive fire-box steel. In the case of locomotive fire-box steel a check analy- 
sis may be made from the tensile specimen from each plate as rolled. 

VARIATION IN WEIGHT. 

15. The variation in cross-section or weight of more than 2\ per cent from that 
specified will be of sufficient cause for rejection, except in the case of sheared 
plates, which will be covered by the following permissible variations : 

(e) Plates, 12| pounds per square foot or heavier, up to 100 inches wide, when 
ordered to weight, shall not average more than 2^ per cent variation above or 2^ 
per cent below the theoretical weight. When 100 inches wide and over, 5 per cent 
above or 5 per cent below or the theoretical weight. 

(/) Plates under 12^ pounds per square foot, when ordered to weight, shall not 
average a greater variation than the following : 

Up to 75 inches wide, 2^ per cent above or 2^ per cent below the theoretical 
Tveight ; 75 inches wide up to 100 inches wide, 5 per cent above or 3 per cent below 
the theoretical weight. When 100 inches wide and over, 10 per cent above or 3 per 
cent below the theoretical weight. 

{g) For all plates ordered to gauge there will be permitted an average excess of 
weight over that corresponding to the dimensions on the order equal in amount 
to that specified in the following table : 

TABLE OF ALLOWANCES FOE, OVERWEIGHT FOR RECTANGULAR PLATES WHEN ORDERED 

TO GAUGE. 

Plates will be considered up to gauge if measuring not over 1/100 inch less than the 
ordered gauge. 

The weight of 1 cubic inch of rolled steel is assumed to be 0.2833 pound. 

Plates 1/4 inch and over in tJtickness. 
Width of Plate. 



Thickness of Plate. 


Up to 75 inches. 


75 to 100 inches. 


Over 100 inches. 


Inch. 


Per cent. 


Per cent. 


Per cent. 


1/4 


10 


14 


18 


5/16 


8 


12 


16 


3/8 


7 


10 


13 


7/16 


6 


8 


-10 


1/2 


5 


7 


9 


9/16 


41 


6i 


8J 


5/8 


4 


6 


8 


Over 5/8 


^ 


5 


6i 



552 APPENDIX. 

Plates under 1/J^ inch in thickness. 
Width of Plate. 



Thickness of Plate. Up to 50 inches. 50 inches and above. 
Inch. Per cent. Per cent. 

1/8 up to 5/33 10 15 

5/32 " 3/16 8 J 12i 

3/16 '* 1/4 .7 10 

FINISH. 

16. All finished material shall be free from injurious surface defects and lamina- 
tions, and must have a workmanlilce finish. 

BRANDING. 

17. Every finished piece of steel shall be stamped with the melt number, and each 
plate, and tlie coupon or test specimen cut from it, shall be stamped with a separate 
identifying mark or number. Rivet-steel may be shipped in bundles, securely wired 
together, with the melt number on a metal tag attached. 

INSPECTION. 

18. The inspector representing the purchaser shall have all reasonable facilities 
afforded to him by the manufacturer to satisfy him that the finished material is fur- 
nished in accordance with the specifications. All tests and inspections shall be 
made at the place of manufacture, prior to shipment. 

IV. STEEL RAILS. 
PROCESS OF MANUFACTURE. 

1. {a) Steel may be made by the Bessemer or open-hearth process. 

(6) The entire process of manufacture and testing shall be in accordance with 
the best standard current practice, and special care shall be taken to conform to the 
following instructions. 

(c) Ingots shall be kept in a vertical position in pit-heating furnaces. 

{d) No bled ingots shall be used. 

{e) Sufficient material shall be discarded from the top of the ingots to insure 
sound rails. 

CHEMICAL PROPERTIES. 

2. Rails of the various weights per yard specified below shall conform to the 
following limits in chemical composition : 

50 to 59 4- 60 to 69 + 70 to 79 -f 80 to 89 + 90 to 100 

pounds. pounds. pounds. pounds. pounds. 

Per cent. Per cent. Per cent. Per cent. Per cent. 

Carbon 0.35-0.45 0.38-0.48 0.40-0.50 0.43-0.53 0.45-0.55 

PbosphoVas shall' !; exceed 0.10 0.10 0.10 0.10 0.10 

Silicon shall not exceed 0.20 0.20 0.20 0.20 0.20 

Manganese ^... 0.70-1.00 0.70-1.00 0.75-1.05 0.80-1.10 0.80-1.10 

PHYSICAL PROPERTIES. 

3 Drop Test. One drop test shall be made on a piece of rail not more than six 
feet long selected from every fifth blow of steel. The rail shall be placed head 
upwards on the supports, and the various sections shall be subjected to the following 
impact tests: 

Height of Drop. 
Feet. 





Weight of RaiL 
Pounds per yard. 






45 to and including 


55 


More than 55 *' 
65 
75 
85 


65 
75 

85, 
100 



15 
16 
17 
18 
19 



SPECIFICATIONS FOR STEEL AND WROUGHT IRON. 553 

If any rail break when subjected to the drop test, two additional tests will be 
made of other rails from the same blow of steel; and if either of these latter tests 
fail, all the rails of the blow which they represent will be rejected; but if both of 
these additional test pieces meet the requirements, all the rails of the blow which 
they represent will be accepted. If the rails from the tested blow shall be rejected 
for failure to meet the requirements of the drop test as above specified, two other 
rails will be subjected to the same tests, one from the blow next preceding, and 
one from the blow next succeeding the rejected blow. In case the first test 
taken from the preceding or succeeding blow shall fail, two additional tests shall be 
taken from the same blow of steel, the acceptance or rejection of which shall also 
be determined as specified above, and if the rails of the preceding or succeeding 
blow shall be rejected, similar tests may be taken from the previous or following 
blows, as the case may be, until the entire group of five blows is tested, if necessary. 

The acceptance or rejection of all the rails from any blow will depend upon the 
result of the tests thereof. 

TEST PIECES AND METHODS OF TESTING. 

4. Drop-testing Machine. — The drop-test machine shall have a tup of two 
thousand (20000) pounds weight, the striking face of which shall have a radius of not 
more than five inches (5"), and the test rail shall be placed head upwards on solid 
supports three fest (3') apart. The anvil-block shall weigh at least twenty thousand 
(20,000) pounds, and the supports shall be a part of, or firmly secured to, the anvil. 
The report of the drop test shall state the atmospheric temperature at the time the 
tests were made. 

5. Sample for Chemical Analysis. — The manufacturer shall furnish the 
inspector, daily, with carbon determinations of each blow, and a complete chemical 
analysis every twenty-four hours representing the average of the other elements 
contained in the steel. These analyses shall be made on drillings taken from a 
small test ingot. 

FINISH. 

6. Section. — Unless otherwise specified, the section of rail shall be the American 
Standard, recommended by the American Society of Civil Engineers, and shall con- 
form, as accurately as possible, to the templet furnished by the railroad company, 
consistent with paragraph No. 7, relative to specified weight. A variation in height 
of one sixty-fourth of an inch (1/64") less and one thirty-second of an inch (1/32'') 
greater than the specified height will be permitted. A perfect fit of the splice-bars, 
however, shall be maintained at all times. 

7. Weight. — The weight of the rails shall be maintained as nearly as possible, 
after complying with paragraph No. G, to that specified in contract. A variation of 
one-half of one per cent (1/2^) for an entire order will be allowed. Rails shall be 
accepted and paid for according to actual weights. 

8. Length. — The standard length of rails shall bo thirty feet (30'). Ten per cent 
(10^) of the entire order will be accepted in shorter lengths, varying by even feet 
down to twenty- four feet (24'). A variation of one-fourth of an inch (1/4' ) in length 
from that specified will be allowed. 

9. Drilling. — Circular holes for splice-bars shall be drilled in accordance with 
the specifications of the purchaser. The holes shall accurately conform to the 
drawing and dimensions furnished in every respect, and must be free from burrs. 

10. Finish. — Rails shall be straightened while cold, smooth on head, sawed square 
at ends, and, prior to shipment, shall have the burr occasioned by the saw cutting 
removed, and the ends made clean. Number 1 rails shall be free from injurious 
defects and flaws of all kinds. 

BRANDING. 

11. The name of the maker, the month and the year of manufacture, shall be 
rolled in raised letters on the side of the web, and the number of the blow shall be 
stamped on each rail. 

INSPECTION. 

12. The inspector representing the purchaser shall have all reasonable facilities 
afforded to him by the manufacturer to satisfy him that the finished material is 



.554 APPENDIX. 

furnished in accordance with these specifications. All tests and inspections shall be 
made at the place of manufacture, prior to shipment. 

NO. 2 RAILS. 

13 Rails that possess any injurious physical defects, or which for any other 
cause' are not suitable for first-quality, or number 1 rails, shall be considered as 
number 2 rails, provided, however, that rails which contam any physical defects 
which seriously impair their strength shall be rejected. The ends of all number 3 
rails shall be painted in order to distinguish them. 

V. STEEL SPLICE-BARS. 

PROCESS OF MANUFACTURE. 

1. Steel for splice-bars may be made by the Bessemer or open-hearth process. 

CHEMICAL PROPERTIES. 

2. Steel for splice-bars shall conform to the following limits in chemical compo- 
sition : 

Per cent. 

A -J e; 

Carbou shall not exceed • ^'^i 

Phosphorus shall not exceed ..••• ^^l'^ 

Manganese 

PHYSICAL PROPERTIES. 

3. Tensile Tests.— Splice-bar steel shall conform to the following physical qual- 
ities : 

Tensile strength, pounds per square inch 54,000 to 64,000 

Yield-point, pounds per square inch. . . . . . . ... ..... . • . • • ^-."uu 

Elongation, per cent, in eight inches shall not be less than ~o 

4 Bending Tests.— (a) A test specimen cut from the head of the splice-bar shall 
bend 180° flat on itself without fracture on the outside of the bent portion. 

(b) If preferred the bending test may be made on an unpunched splice-bar, which 
if necessary, shall be first flattened, and shall then be bent ISO^ flat on itself without 
fracture on the outside of the bent portion. 

TEST PIECES AND METHODS OF TESTING. 

^ Test Specimen for Tensile Test. —A test specimen of eight inches (8") gauged 
length cut from the head of the sphce-bar, shall be used to determine the physical 

^"Se"' ofTe^r^^^^^^^^ specimen shall be take, from the 

rolled splice-bars of each blow or melt, but in case this develops flaws, or breaks 
outside of the middle third of its gauged length, it may be discarded and another 

testspedmen s^^^^^^^^^ test specimen cut from the head of the 

SDlice-bar shall be taken from a rolled bar of each blow or melt or if preferred the 
bend'ncr test may be made on an unpunched splice-bar which, if necessary, shall be 
Sued before testing. The bending test may be made by pressure or by blows. 

8 Yield-t)oint -For the purposes of this specification, the yield-point shall be 
determined by the careful observation of the drop of the beam or halt in the gauge 

"' '9 'sample '^or'^Mcal Analysis.-In order to determine if the material con- 
forms to The chemical limitations prescribed in paragraph No. 2 herein, analysis shall 
be made of drillings taken from a small test ingot. 

FINISH. 

10 All SDlice-bars shall be smoothly rolled and true to templet. The bars shall 
be sheafed Accurately to length and free from fins and cracks, and shall perfectly 
De siiearea aoouidt j^ 5 iTitmided. The nunching and notching shall 



fit 



X rair?or;^ich th?;"are inVe;dei: The punching and notching 



SPECIFICATIONS FOR STEEL AND WROUGHT IRON, 555 

accurately conform in every respect to the drawing and dimensions furnished. A 
variation in weight of more than 2| per cent from that specified will be suflBcient 
cause for rejection. 

BRANDING. 

11. The name of the maker and the year of manufacture shall be rolled in 
raised letters on the side of the splice-bar. 

INSPECTION. 

12. The inspector representing the purchaser shall have all reasonable facili- 
ties afforded to him by the manufacturer, to satisfy him that the finished material 
is furnished in accordance with these specifications. All tests and inspections shall 
be made at the place of manufacture, prior to shipment. 

VI. STEEL AXLES. 

PROCESS OF MANUFACTURE. 

1. Steel for axles shall be made by the open-hearth process. 

CHEMICAL PROPERTIES. 

2. There will be three classes of steel axles which shall conform to the following 
limits in chemical composition : 

Car, engine-truck, Driving-wheel Driving-wheel 

and tender-truck axles axles. 

axles. (Carbon steel.) (Nickel steel.) 

Per cent. Per cent. Per cent. 

Phosphorus shall not exceed 0.66 0.06 0.04 

Sulphur " " '♦ 0.06 0.06 0.04 

Nickel " " " 3.75 

PHYSICAL PROPERTIES. 

3. Tensile Tests. — For car, engine-truck, and tender-truck axles no tensile test 
shall be required. 

4. The minimum physical qualities required in the two classes of driving-wheel 
axles shall be as follows ; 

Driving-wheel Driving-wheel 

axles. axles. 

(Carbon Steel.) (Nickel Steel.) 

Tensile strength, pounds per square inch 80,000 80,000 

Yield-point, pounds per square inch 40,000 50,000 

Elongation, per cent, in two inches 18 25 

Contraction of area, per cent 45 

5. Drop Tests. — One axle selected from each melt, when tested by the drop 
test described in paragraph No. 9, shall stand the number of blows at the height 
specified in the following table without rupture and without exceeding, as the result 
of the first blow, the deflection given. Any melt failing lo meet these requirements 
will be rejected : 

AS'p^r^ipnti Number of Height of drop. Deflection. 

in?hes. ^* 1>1«^«- Feet. Inches. 

4i 5 24 Si 

4| 5 26 8i 

4tV 5 28^ Si 

41 5 81 8 

4f 5 34 8 

5| 5 43 7 

5i 7 43 5J 

6. Carbon-steel and nickel-steel driving-wheel axles shall not be subject to the 
above drop test. 

TEST PIECES AND METHODS OF TESTING. 

7. Test Specimen for Tensile Test. — The standard turned test specimen, one- 
half inch (1/2") diameter and two inches (2") gauged length, shall be used to deter- 



556 



APPENDIX. 



mine the physical properties specified in paragraph No. 4. It is shown in the fol- 
lowing sketch : 



6.35 




Fig. 639. — Short Form of Standard Tension-test Specimen. 

8. Number and Location of Tensile Specimens. — For driving axles one longi- 
tudinal test specimen shall be cut from one axle of each melt. The centre of this 
test specimen shall be half-way between the centre and outside of the axle. 

9. Drop Test Described. — The points of supports on which the axle rests during 
tests must be three feet apart from centre to centre ; the tup must weigh 1640 
pounds; the anvil, which is supported on the springs, must weigh 17,500 pounds ; 
it must be free to move in a vertical direction ; the springs upon which it rests must 
be twelve in number, of the kind described on drawing, and the radius of supports 
and of the striking face on the tup in the direction of the axis of the axle must be 
five inches (5"). When an axle is tested it must be so placed in the machine that 
the tup will strike it midway between the ends, and it must be turned over after 
the first and third blows, and, when required, after the fifth blow. To measure the 
deflection after the first blow, prepare a straight-edge as long as the axle, by rein- 
forcing it on one side, equally at each end, so that when it is laid on the axle the 
reinforced parts will rest on the collars or ends of the axle, and the balance of the 
straight-edge not touch the axle at any place. Next, place the axle in position for 
test, lay the straight-edge on it, and measure the distance from the straight-edge to 
the axie, at the middle point of the latter. Then, after the first blow, place the 
straight-edge on the now bent axle in the same manner as before, and measure the 
distance from it to that side of the axle next to the straight-edge, at the point far- 
thest away from the latter. The difference between the two measurements is the 
deflection. The report of the drop test shall state the atmospheric temperature at 
the time the tests were made. 

10. Yield-point. — The yield-point specified in paragraph No. 4 shall be deter- 
mined by the careful observation of the drop of the beam, or halt in the gauge of 
the testing machine. 

11. Sample for Chemical Analysis. — Turnings from the tensile-test specimen of 
driving axles, or drillings taken midway between the centre and outside of car, 
engine, and tender-truck axles, or drillings from the same test ingot if preferred by 
the inspector, shall be used to determine whether the melt is within the limits of 
chemical composition specified in paragraph No. 2. 



FINISH. 



12. Axles shall conform in sizes, shapes, and limiting weights to the requirements 
given on the order or print sent with it. They shall be made and finished in a 
workmanlike manner, and shall be free from all injurious cracks, seams, or flaws. 
In centring, sixty- (60-) degree centres must be used, with clearance given at the 
point to avoid dulling the shop-lathe centres. 



Freight Engine 

and Car Wheels. 

Per Cent. 


Switching 
Engines. 
Per Cent. 


0.80 
0.20 
0.05 
0.05 


0.80 
0.20 
0.05 
0.05 



SPECIFICATIONS FOR STEEL AND WROUGHT IRON. 557 

BRANDING. 

13. Each axle shall be legibly stamped with the melt number and initials of the 
maker at the places marked on the print or indicated by the inspector. 

INSPECTION. 

14. The inspector representing the purchaser shall have all reasonable facilities 
afforded to him by the manufacturer to satisfy him that the finished material is fur- 
nished in accordance with these specifications. All tests and inspections shall be 
made at the place of manufacture prior to shipment. 

VII. STEEL TIRES. 
PROCESS OF MANUFACTURE. 

1. Steel for tires may be made by either the open-hearth or the crucible process. 

CHEMICAL PROPERTIES. 

2. There will be three classes of steel tires which shall conform to the following 
limits in chemical composition : 

Passenger 
Engines. 
Per Cent. 

Manganese shall not exceed. .. . 0.80 

Silicon shall not be less than. . . 0.20 

Phosphorus shall not exceed.. . . 0.05 

Sulphur shall not exceed 0.05 

PHYSICAL PROPERTIES. 

3. Tensile Tests. — The minimum physical qualities required in each of the three 
classes of steel tires shall be as follows: 

Passenger Freight Engine Switching 
Engines. and Car Wheels. Engines. 

Tensile strength, pounds per square inch 190,000 110,000 120,000 

Elongation, per cent in two inches 12 10 8 

4. Drop Tests, — In the event of the contract calling for a drop test, a test tire 
from each melt will be furnished at the purchaser's expense, provided it meets the 
requirements. This test tire shall stand the drop test described in paragraph .No. 7, 
without breaking or cracking, and shall show a minimum deflection equal to 
B' -r- (402'2 + 2D), the letter D being internal diameter and the letter T thick- 
ness of tire at centre of tread. 

TEST PIECES AND METHODS ON TESTING. 

5. Test Specimen for Tensile Tests. — The standard turned test specimen, one- 
half inch (1/2") diameter and two inches (2") gauged length, shall be used to deter- 
mine the physical properties specified in paragraph No. 3. It is shown in Fig. 639. 

6. Location of Tensile Specimens. — When the drop specimen is specified, this 
test specimen shall be cut cold from the tested tire at the point least affected by the 
drop test. If the diameter of the tire is such that the whole circumference of the 
tire is seriously affected by the drop test, or if no drop test is required, the test 
specimen shall be forged from a test ingot cast when pouring the melt, the test ingot 
receiving, as nearly as possible, the same proportion of reduction as the ingots from 
"which the tires are made. 

7. Drop Test Described.— The test tire shall be placed vertically under the drop, 
in a running position, on a solid foundation of at least ten tons in weight and sub- 
jected to successive blows from a tup weighing 2240 pounds, falling from increasing 
heights until the required deflection is obtained. 

8. Sample for Chemical Analysis. — Turnings from the tensile specimen, or 
drillings from the small test ingot, or turnings from the tire, if preferred by the 
inspector, shall be used to determine wiiether the melt is within the limits of chemical 
composition specified in paragraph No. 2. 

FINISH. 

9. All tires shall be free from cracks, flaws, or other injurious imperfections, and 
shall conform to dimensions shown ou drawings furnished by the purchaser. 



558 



APPENDIX, 



BRANDING. 

10. Tires shall be stamped with the maker's brand and number in such a manner 
that each individual tire may be identified. 

INSPECTION. 

11. The inspector representing the purchaser shall have all reasonable facilities 
afforded to him by the manufacturer to satisfy him that the finished material is 
furnished in accordance with these specifications. All tests and inspections shall be 
made at the place of manufacture prior to shipment. 

VIII. STEEL PORGINGS. 

PHYSICAL PROPERTIES. 

1. Tensile Tests. — The minimum physical qualities required of the difi!erent-sized 
forgings of each class shall be as follows: 



Tensile 
strength. 


Yield- 
point. 


Elonga- 
tion in 2". 


Contrac- 
tion of 
Area. 




Pounc 
Squart 


Is per 
5 Inch, 


PerC 


^ent. 


SOFT STEEL OR LOW CARBON STEEL. 


58,000 


29,000 


28 


35 


For solid or hollow forgings, no diameter or thick- 
ness of section to exceed 10". 

CARBON STEEL NOT ANNEALED. 


75,000 


37,500 
Elastic 


18 


30 


For solid or hollow forgings, no diameter or thick- 
ness of section to exceed 10". 

CARBON STEEL ANNEALED, 


80,000 

75,000 
70,000 


Limit. 
40,000 

37,500 
35,000 


22 

23 

24 


35 

35 
30 


For solid or hollow forg-ings, no diameter or thick- 
ness of section to exceed 10". 

For s.;lid forgings, no diameter to exceed 20" or 
thickness of section 15". 

For solid forgings, over 20" diameter. 

CARBON STEEL, OIL TEMPERED." 


90,000 


55,000 


20 


45 


For solid or hollow forgings, no diameter or thick- 
ness of section to exceed 3". 

CARBON STEEL, OIL TEMPERED. 


85,000 
80,000 


50,000 
45,000 


22 
23 


45 
40 


For solid forgings of rectangular sections not ex- 
ceeding 6" in thickness or hollow forgings, the walls 
of which do not exceed 6" in thickness. 

For solid forgings of rectangular sections not ex- 
ceeding 10" in thickness or hollow forgings, the walls 
of which do not exceed 10" in thickness. 

ITICKEL STEEL ANNEALED. 


80,000 

80,000 
80,000 


50,000 

45,000 
45,000 


25 

25 

24 


45 

45 
40 


For solid or hollow forgings, ro diameter or thick- 
ness of section to exceed 10". 

For solid forgings, no diameter to exceed 20" or 
thickness of section 15". 

For solid forgings, over 20" diameter. 

NICKEL STEEL, OIL TEMPERED. 


95,000 
90,000 
85,000 


65,000 
60,000 
55,000 


21 
22 
24 


50 
50 
45 


For solid or hollow forgings, no diameter or thick- 
ness of section to exceed 3". 

For solid forgings of rectangular sections not ex- 
ceeding G" in thickness or hollow forgings, the walls 
of which do not exceed 6" in thickness. 

For solid forgings of rectangular sections not ex- 
ceeding 10" in thickness or holloNv forgings, the 
walls of which do not exceed 10" in thickness. 



SPECIFICATIONS FOR STEEL AND WROUGHT IRON. 



^59 



PROCESS OF MANUFACTURE. 

2. Steel for forgings may be made by the open-hearth, crucible, or Bessemer 
process. 

CHEMICAL PROPERTIES. 

C. There will be four classes of steel forgings, which shall conform to the following 
limits, in chemical composition : 



Phosphorus shall not exceed 
Sulphur " 

Nickel " 



Forcings of 

Soft or Low 

Carbon Steel. 

Per Cent. 



0.10 
0.10 



Forgings of 

Carbon Steel 

Not Annealed. 

Per Cent. 



Forgings of 

Carbon Steel. 

Oil-tempered 

or Annealed. 

Per Cent. 



0.06 
0.06 



0.04 
0.04 



Forgings of 
Nickel Steel, 
Oil-t"mpered 
or Annealed. 
Per Cent. 



0.04 

0.04 

3-00-4.00 



4. Bending Test. — A specimen one ineh by one-half inch (:' x 1/2") shall bend 
cold at 180° without fracture on outside of bent portion, as follows: 

Around a diameter of 1/2" for forgings of soft steel. 

Around a diameter of 1^" for forgings of carbon steel not annealed. 

Around a diameter of IV' for forgings of carbon steel annealed, if 20" in diameter 
or over. 

Around a diameter of 1" for forgings of carbon steel annealed, if under 20" 
diameter. 

Around a diameter of 1" for forgings of carbon steel oil-tempered. 

Around a diameter of 1/2" for forgings of nickel steel annealed. 

Around a diameter of 1" for forgings of nickel steel oil-tempered. 



TEST PIECES AND METHODS OF TESTING. 

5. Test Specimen for Tensile Test. — The standard turned test specimen, one-half 
inch (1/2") diameter and two inches (2") gauged length, shall be used to determine 
the physical properties specified in paragraph No. 3. It is shown in Fig. 639. 

6. Number and Location of Tensile Specimens. — The number and location of 
test specimens to be taken from a melt, blow, or a forging shall depend upon its 
character and importance and must therefore be regulated by individual cases. 
The test specimens shall be cut cold from the forging or full-sized prolongation of 
same parallel to the axis of the forging and half-way between the centre and outside, 
the specimens to be longitudinal, i.e., the length of the specimen to correspond with 
the direction in which the metal is most drawn out or worked. "\Vh^ forgings have 
large ends or collars, the test specimens shall be taken from a prolongation of the 
same diameter or section as that of the forging back of the large end or collar. In 
the case of hollow shafting, either forged or bored, the specimen shall be taken 
■within the finished section prolonged, half-way between the inner and outer surface 
of the wall of the forging. 

7. Test Specimen for Bending. — The specimen for bending test one inch by 
one-half inch (1" x 1/2") shall be cut as specified in paragraph No. 0. The bending 
test may be made by pressure or by blows, 

8. Yield-point. — The yield-point specified in paragraph No. 3 shall be determined 
by the careful observation of the drop of the beam, or halt in the gauge of the testing 
machine. 

9. Elastic Limit. — The elastic limit specified in paragraph No. 3 shall be deter- 
mined by means of an extensometer, which is to be attached to the test specimen in 
such manner as to show the change in rate of extension under uniform rate of 
loading, and will be taken at that point where the proportionality changes. 

10. Sample for Chemical Analysis. — Turnings from the tensile specimen or 
drillings from the bending specimen or drillings from the small test ingot, if 
preferred by the inspector, shall be used to determine whether or not the steel is 
within the limits in chemical composition specified in paragraph No. 2. 



INDEX. 



Page 
Abandonment of 

contract . . . 109, 295, 391 

Acceptance, implied 22 

Action, right of 63 

removal of statutory bar to 65 

Advertisements 67 

information embodied in. . 67 

theory of 68 

examples of 71, 361 

Agreement 19 

failure of, by mistake 22 

to take less than is due .... 32 

Alteration of contracts 46 

Appliances, suitable 91, 385 

who must furnish 370 

Arbitration of disputes 124 

Architect's services, specifi- 
cations for 496 

Assent, mutual ... 19 

qualified 22 

Assignment of contract. . . 108, 295 

Authority of engineer 96, 273 

Belts, leather driving, specifi- 
cations for 251 

Bidders, instructions to 74 

Bids, rejection of 70 

Boilers, water tubular, complete 

specifications for . . .300 

Bond, proposal 84 

indemnity 511 

contract 299, 509 

combined with specifica- 
tions and contract . .270 
Bonus and discount based on 

tests 296 

Breach of contract 58 

Bridge masonry, specifications 

for ... 170 

Bridge renewals, preliminary 

surveys for 512 

Bridges and viaducts of iron and 
steel, complete speci- 
fications for .... 433, 459 
Bridging, pile and trestle, 
specifications 

„ .,,. fo^-- • • 244.355 

Building, Astor hotel, com- 
plete specifications 
for steel construc- 
tion of 392 



Page 
Cancellation of contract. . no, 295 
Cast iron, specifications for. . 225 
Cement concrete, specifica- 
tions for. . . 150, 335, 377 
Cement mortar, specifications 

. for. . . . 148, 308, 335, 377 
Cement testing, specifications 

for 517 

Chains, specifications for 239 

Change'^ in plans. 117, 275, 367, 384 
Classification, engineer's, 

final and conclusive 96 
Coffer-dams, specifications for. 144 
Competency of parties to con- 
tract 9 

of individuals 9, 383 

in governmental relations. 9 

of corporations 10 

of agents. .... 1 1 

Completed work, examination 

of 115 

Completion, time of . .90, 294, 366 
cleaning up after. .. . 112,383 

Commencement of work 

90, 294, 366 

Condemned material, rem.oval 

^ ,. °^-: 113,370 

Uonclensers and pumps .412 

Consideration 30 

adequacy of 31 

Contract and bond combined 

with specifications. .270 

Contract bond 433 

Contractor not released by 

subcontracts 108 

Contractors, 

relations to each other 113 

to keep foreman and plans 

on the ground . ...114 

definition of 123, 367 

not released by subcon- 
tracts. 108 

to furnish working plans. .275 
Contracts, 

essential elements of 7 



two general classes of. . . 
in breach of statute law. 
opposed to public policy, 
which refer to arbitration 



561 



8 
15 
17 
17 



562 



Index. 



Page 

Contracts — Continued. 

misrepresentation in 24 

invalidity of, through fraud 25 

through duress 29 

through undue influ- 
ence 30 

classes of 36 

parol, oral and written 37 

assignment 3^ 

notice of, necessary. 39 

construction of . . 40 

technical terms in. . . 40 

rules of construction 4i 

subsequent changes in ... 45 

illegal - . . 14 

breach of 58 

manner of letting 77 

involving specific perform- 
ance 80, 296 

including maintenance 

clauses 81 

abandonment of IC9 

cancellation of no 

interpreted by engineer. . . 117 

subject to change 117 

documents composing. ... 123 

meaning understood 123 

let as a whole or in parts. . 77 

let for a fixed sum 79 

let in specified units... . 79 
specific performance re- 
quired 80 

to include maintenance.. . . 81 

for work only 8i 

subletting ^. . . 384 

Damages for nonperform- 
ance 58, 294 

for delay 105, 295 

distinction between liqui- 
dated damages and 

penalties.. 59 

determination of. . 97 

Dams, earthen, specifications 

for i42 

coffer, specifications for. . . 144 
stone, specifications .for 

masonry for i64 

Boston water works, com- 
plete specifications 

for dam for 361 

Delay, damages for 105, 295 

Difficulties, unforeseen 105 

Discharge of contracts 48 

by agreement 49 

by performance 50 

by payment 52 

by tender 52 

by operation of law 54 

by breach 54 



Page 

Disputes, settlement of 120 

Drainage, provision for 114 

Drawings 3915 

Duty trials of pumping engines. 291 
Earthen dam, specifications for.142 
Earthwork, specifications 

for 134, 347 

Economizers, steam 413 

Electrical distribution circuits, 

specifications tor.. . . 264 
Electric lighting station, speci- 
fications for 260 

Electric /ailway construction. .405 

machinery for 405 

motors for 419 

Engineer as arbitrator 18, 395 

definition of 123 

authority of 

96, 273, 366, 367, 383, 395 
Engine house, complete speci- 
fications for 307 

Engines for electric railway. . .405 

Estimate, final 95, 297 

Estimates, monthly 92 

provisions for inquiring 

into correctness of . . 93 
percentage reserved 94 

Examination of completed 

work 115, 385 

Excavation , specifications 

for 134, 347, 371 

boring to determine char- 
acter of 368 

Excavations under water. ..... 138 

rock 373 

specifications for measur- 
ing quantities exca- 
vated 140, 372, 350 

Expert witness. . 537 

Explosives 376 

Extra work 121, 384, 396 

Faults to be corrected .... 115, 383 
Filter gravel and sand, specifi- 
cations for 494 

Final estimates 9.5» 297 

Finished work, protection of. .105 

Foundation work. . . 354, 374 

Frauds, statute of 43 

General clauses in specifications 90 
use of in engineering spec- 
ifications 124 

General specifications for engi- 
neering work 132 

Grading, specifications 

for 134, 135, 347 

Gravel for filters, specifications 

for 494 

Guarantee, the 69 



Index. 



563 



Page 
Hotel building, Astor, complete 
specifications for 
steel construction 

(1895) 392 

Hours of labor, limited to eight. 299 

Illegal subject-matter 14 

Immoral act? 16 

Indemnity bond 511 

Instructions to bidders 74 

Leather driving belts, specifi- 
cations for 251 

Legal rights waived 35 

Lettings, division of work. .... 77 
let as a whole or in parts.. 77 
let for a fixed sum or per 

specified units 79 

specific performance under 80 
including maintenance. .. . 81 

for the work only 81 

Levees, specifications for 357 

Lumber, rules of grading by 
Southern Lumber 
Manufacturers' Asso- 
ciation 216 

general rule for classify- 
ing . 217, 314 

rules for grading finishing. 219 
rules for grading rough. . .221 
''thoroughly seasoned" 

specifications for. . 224 

Masonry, stone, specifications 

for 158, 309, 351, 379, 380 

brick 353, 378 

specifications for, for stone 

dam 164, 375 

Material, condemned, removal 

of 113. 383 

Meaning understood 123 

Measurements, engineer's, final 

and conclusive. .96, 273 
Measurements not guaranteed 

to be correct 116 

Monthly estimates 93 

Nonperformance, damages 

for 58, 294 

Offers, qualified... 22 

Overhead construction for elec- 
tric railway ... 427, 431 

Painting of machinery 290 

Patents, protection against 

claims for use of. 107, 295 
Pavement, brick, specifications 

for 176 

asphaltum, specifications 

for 178 

asphalt, specifications for. 183 

granite, specifications for. 185 

Paving 176, 379 



Page 
Paving brick tests, specifica- 
tions for 174 

Payments, monthly 92 

final 95 

at specified stages of the 

work 297 

of employees 386 

Performance, 

specific 62 

on conditional promises. . . 51 

impossibility of 53 

damages for imperfect. ... 61 
Pile and trestle bridging. .244, 355 

Piling-sheet. 374 

Plastering 378 

Preliminary estimates of quan- 
tities not guaranteed 

to be correct 116 

Preliminary surveys for bridge 

renewals 408 

Preservation of ties, specifica- 
tions for. . . 485 

Progress, rate of 90, 295 

Property and lives, protection 

of 106, 383 

Proposals, blank forms of. ... 76 

example of. 82, 363 

Proposal bond 84 

Protection of finished 

work 105, 274 

of property and lives.. 106, 296 
against claims for use of 

patents ...... 107, 295 

Protective work, specifications 

for 145 

Public traffic, provision for. ... 114 
Pumping engines (St. Louis"), 
contract and specifi- 
cations for ... 271 

Pumps, waterworks, to be op- 
erated by water pow- 
er, specifications for. 253 

Pumps and condensers 412 

Pump well, specifications for. .255 
Railway road-bed, specifica- 
tions for 347 

Recovery for imperfect per- 
formance 61 

Rejection of bids 70 

Remedies for breach of con- 
tract 58 

damages for nonperform- 
ance 58 

liquidated damages and 

penalties 59 

recovery for imperfect or 

incompleted work.. 61 
Remedy of party defrauded. . . 28 



564 



Index. 



Page 
Repairs, reserving percentage 

of cost for . 94 

specifications for 293 

Riprap 379 

Rules, for grading lumber by 
Southern Lumber 
Manufacturers' Asso- 
ciation 216 

for classifying lumber. . . . 217 
for grading finishing lumber 2 19 
for grading rough lumber. 221 
Sand for filters, specifications 

for 494 

Sewer pipe, specifications for. .195 
Sewers, brick and tile, specifi- 
cations for 190 

Sewers, tile, specifications for 

laying 198 

Sidewalks, granitoid, specifica- 
tions for 186 

Specifications, 

essential features of 126 

accompanying complete de- 
tail plans 131 

accompanying general plan 

only 131 

unaccompanied by plans, 

or general 132 

Specifications, engineering de- 
fined . 86 

classes of. 86 

general and technical 

clauses 87 

Specifications, general clauses 

in 88 

time of commencement, 
rate of progress, and 
time of completion 

of the work 90 

as to the character of the 
workmen to be em- 

ploj'ed 91 

suitable appliances to be 

used. 91 

monthly estimates of work 
done and payments 

to be made 92 

provision for inquiring into 
the correctness of the 
monthly estimates.. 93 
reserving a certain per cent- 
age as a repair fund 
for a stated period 
after completion ... . 94 
conditions of the final esti- 
mate 95 

engineer's measurements 
and classifications 
final and conclusive. 96 



Pack 

determination of damages 
sustained by failure 
to complete the work 
within the time 
agreed upon or as 
extended 97 

the discharge of unpaid 
claims of workmen 
and materialmen . . 102 

no claims for damages on 
account of suspen- 
sion of work 104 

no claims for damages on 

account of delay .... 105 

no claims on account of un- 
foreseen difficulties. 105 

protection of finished work. 105 

protection of property and 

lives . 106 

protection against claims 

for the use of patents. 107 

assignment of contract. . . .108 

contractor not released by 

subcontracts ........ 108 

abandonment of contract. . 109 

cancellation of contract for 

defaultof contractor. no 

workmen's quarters and 
other temporary 
buildings . II3 

cleaning up after comple- 
tion 112 

removal of condemned ma- 
terial 113 

relations to other contract- 
ors 113 

provision for drainage 114 

provision for public traffic. 114 
contractor to keep foreman 
or head workman, 
and also copy of 
plans and specifica- 
tions on the ground. .114 
"cost of examination of 

completed work. ... 115 
faults to be corrected at 
any time before final 
acceptance 115 

surveys, measurements, and 
estimates of quanti- 
ties not guaranteed 
to be correct 116 

the contract subject to 
interpretation and 
change by the engi- 
neer 117 

settlement of disputes .... 120 
extra work 121 



Index, 



565 



Page 
definition of "Engineer" 
and ''Contract- 

or" 123, 273 

documents composing the 

contract 123 

meaning understood .-123 
Specifications, technical clauses 
in earthwork, exca- 
vation and grading. .134 

grading 135 

excavations under water. . . 138 
for measuring quantities 
excavated under 
water by weight and 

displacement 140 

earthen dam 142 

coffer dams 144, 330 

protective work 1^5 

cement mortar 148 

cement concrete 150, 330 

stone 156 

stone masonry 158 

stone masonry for large 

stone dam 164 

bridge masonry 170 

paving brick tests. 172 

brick pavement 176 

asphaltum pavement... . 178 

asphalt pavement 183 

granite pavement 185 

granitoid sidewalks 186 

brick and tile sewers 190 

sewer pipe 195 

laying sewer pipe. 198 

manufacture and delivery 
of cast iron water 

pipe 202 

laying water pipe 210 

stop valves 212 

rules of the Southern Lum- 
ber Manufacturers' 

Association 216 

general rules for classify- 
ing lumber. . ... 217 
rules for grading finishing 

lumber 219 

rules for grading common 
boards and rough 

lumber 221 

standard dimensions of 
the Southern Lumber 
Manufacturers' Asso- 
ciation 223 

thoroughly seasoned lum- 
ber 224 

cast iron 225 

cast iron water-pipe 227 

riveted steel water-pipe . . .232 
"wooden stave-pipe 237 



Pagb 

wr9ught iron chains 239 

material and workmanship 

of a steel stand-pipe. . .241 
pile and trestle bridging . .244 
steam plant for a small elec- 
tric light station 246 

leather driving belts 251 

pumps to be operated by 

water power . 253 

pump well 255 

turbine water wheels 258 

electric lighting station in 

small city 260 

electrical distribution cir- 
cuits for light and 

power 264 

Specifications, complete con- 
tract and bond com- 
bined in one document 270 
large pumping engines (St. 

Louis) 271 

water tubular boilers and 

settings 300 

engine house 307 

railroad concrete work .... 330 

railway road-bed. 347 

levees to confine flood 

waters 357 

dam No. 5, Boston water 

works, 1893 . 361 

steel construction of Astor 

hotel, 1895 392 

electric railway construc- 
tion .... 405 

engines 405 

boilers . 410 

condensers and pump 412 

economizers. . . 413 

electric generators 415 

electric motors 419 

electric railway 422, 428 

highway bridges 433 

railroad bridges 459 

preservation of ties 485 

filter gravel and sand 494 

architects services 496 

cement testing 517 

steel and wrought iron .... 544 
form of contract bond or 

surety 1509 

form of indemnity bond . .511 

Specific performance 62, 296 

Stand-pipe, steel, specifica- 
tions for 241 

Statute of frauds . 43 

agreements not to be per- 
formed in one year ... 43 
when value is more than 
$50 44 



566 



Index. 



Page 
Steam plant, specifications 
for small electric light 

station 246 

Steel, structural specifica- 
tions for 544 

Steel construction of Astor 
hotel building, New 
York, 1895. 
complete specifications for 544 
Stone, specifications for. ... . 156 
Stone dam, specifications for 

masonry for 164 

Subject-matter, illegal . . 14 

Surveys for bridge renewals. . . .512 
Surveys not guaranteed to be 

correct 116 

Suspension of work ..... 104, 298 
Tests, 

of cements .... 517 

of steel 229, 545 

of paving brick 174 

of pumping engines. ..... 291 

of boilers 306 

Ties, specifications for pre- 
serving 435 

Tile, sewer, specifications 

for 195 

Track construction for elec- 
tric railway 422, 428 

Trestles, timber 244, 355 



Page 
Unpaid claims, discharge of . . ,102 
Valves, stop, specifications 

for 212 

Viaducts and bridges of iron 
and steel, complete 
specifications for, 433, 459 

Water pipe, specifications 

for 202, 227, 232, 237 

Water pipe, specifications for 

laying 210 

Water wheels, turbine 258 

Water works, complete speci- 
fications for dam No. 5, 
Boston waterworks .... 361 

Waiver of legal rights 35, 124 

Well, pumping, specifications 

for 255 

Wooden stave-pipe, specifica- 
tions for 237 

Work, general description 

of 368, 369 

suspension of 104, 298 

Workmanship 304 

Workmen, character of. . . .91, 383 

Workmen's quarters 112 

Wrought iron, specifications 

for 227, 544 

Wrought iron chain, specifi- 
cations for 239 



NOV 11 1903 



